1ZI Full POA D A ••• • MaineDOT Plan of Action (POA) Report · Scour Countermeasures Plan View Showing Location of Scour Holes, Debris, etc. Post Flood Documentation Field

Maine Department of Transportation 1ZI Full POA D Abbreviated POA

A ••• • MaineDOT Scour Critical Bridge

Plan of Action (POA) Report 1'¥LININTERNAnONAL

Town: Lily Bay Bridge Number: 6148

Bridge Name: Lily Bay Feature Carried: Lily Bay Road

Waterway Crossed: Lily Bay Stream

Final Recommended Action: Increased Inspection Frequency: DYes I:8J No

Flood Monitoring:

I:8J Flood Warning Issued by National Weather Service

D USGS Gage Station Station #:

Frequency of Flood Monitoring: 12 hrs

Closure Trigger:

D Water Surface Elevation Reaches Low Chord

I:8J Water Reaches Closure Elevation:

1.2 ft below Low Chord (lO-yr WSE), Placard

See Section 8 for Other Closure Considerations

Interim Reopening Trigger:

See Field Verification Card

See Section 9 for Other Reopening Considerations

HydraulidStructural Countermeasures: I:8J Yes D No

The Following Materials Are Being Submitted With This Report:

1:8] POA Report

1:8] Attachment A: Hydraulic and Hydrologic Summary Page

1:8] Attachment B: Photos

1:8] Attachment C: Map Showing Detour Route(s)

1:8] Attachment D: Bridge Elevation Summary Showing Existing Streambed and Foundation Depth(s)

1:8] Attachment E: Boring Logs and/or Other Subsurface Information

1:8] Attachment F: Supporting Documentation, Calculations, Estimates, and Conceptual Designs for

1:8] Attachment G:

0 Attachment H:

0 Attachment I:

0 Attachment J:

1:8] Attachment K:

0 Attachment L:

1:8] Attachment M:

Scour Countermeasures Plan View Showing Location of Scour Holes, Debris, etc.

Post Flood Documentation

Field Verification Card

MaineDOT Underwater Inspection Reports

T.Y. Lin 1995 Bridge Scour Evaluation Report

2008 USGS Report

Scour / H&H Backup Calculations

s cour c 'r lB'd Pl rt lca rt 1ge all 0 fA r c 1011

1. GENERAL INFORMATION

Structure: City, County: Bridge Number:

Lily Bay Lily Bay Twp, Somerset County 6148

Feature On: Waterway Crossed: Owner:

Lily Bay Road Lily Bay Stream Maine DOT

Year Built: Year Reconstruction: Structure Size and Description:

1969 N/A Single span concrete slab; 33' long, 30' clear, 31' wide; with vertical abutments and angled wingwal\s

Foundation Details Left Abutment spread footings

(Looking Downstream L to R) Right Abutment spread footings

KNOWN ~ Pier I N/A

UNKNOWN 0 Pier 2 N/A

Pier 3 N/A

Reference Datum Elev 129.71 D/S Left top of curb

Scour Critical Elevations(s): Left Abutment 112'

(Bottoll1 of Footings) Pier 1 N/A

Pier 3 N/A

2, RESPONSIBLE FOR POA

Author(s) of POA (name, title. agency/organization, telephone, email):

Kevin Ducharme, T.Y. Lin International, (207) 781-4721, [email protected]

Signature: b ,bJ Date: .., 11.'" 11\

Embedment (ft):

Embedment (ft):

Embedment (ft):

Embedment (ft):

Embedment (ft):

Right Abutment

Pier 2

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

Assistant Bridge Maintenance Engineer, Date: ____ _ MaineDOT Bridge Maintenance Division, 207-624-3580

POA Updated by (name, title, agency/organization):

Assistant Bridge Maintenance Engineer, MaineDOT Bridge Maintenance Di vision, 207-624-3580

Date of Update: ___ _ Items Updated: ________ _

D Inspection D Monitoring D Post Flood Reason for Update: Cycle Event Inspection

2'

3.1 '

N/A

N/A

N/A

112'

N/A

Exposure (ft): Exposure (ft): Exposure (ft): Exposure (ft): Exposure (ft):

I'

0'

N/A

N/A

N/A

POA Updated Every __ months by (name, title, agency, organization):

Next Update: months

Assistant Bridge Maintenance Engineer, MaineDOT Bridge Maintenance Division, 207-624-3580

3. SCOUR VULNERABILITY

Current Item 113 Code: [8] 3 0 2 0 1 0 Other:

Source of Scour Critical Code: [8] Observed [8] Assessment [8] Calculated 0 Other

Scour Evaluation Summary: The bridge is highly susceptible to horizontal and vertical contraction scour and abutment scour. Highly scourable bed material. Pressure flow conditions below 50-YR event. Wide floodplain upstream. Unprotected vertical wall abutments placed within channel. Thalweg against left abutment. The Hec-Ras calculated scour results indicate critical scour under flows less than the 10-year event, but based on historic performance this is considered overly conservative. Bridge considered unstable for assessed scour for a storm event with a recurrence interval of lO-years, a discharge of 1292 cfs, and corresponding bridge upstream water surface elevation of 123.4 cOiTesponding to the assessed scour critical condition for the bridge.

Scour History: Existing foundations have lasted 40 years with some scour (exposure reported since 1998). Fairly long history with no scour repairs.

4. NBI CODING INFORMATION

Current Previous

Inspection Date 10/14110 7111/07

Item 113 Scour Critical 3 3

Item 60 Substructure 5 7

Item 61 Channel & Channel Protection 5 5

Item 71 Waterway Adequacy 7 9

5. RECOMMENDED ACTION(S)

Recommended ImQlemented Date

a. Increased Inspection Frequency: 0 Yes [8] No 0 Yes 0 No

b. Fixed Monitoring Device(s): 0 Yes [8] No 0 Yes 0 No

c. Flood Monitoring Program: [8] Yes 0 No 0 Yes 0 No

d. Post Flood Inspection: [8] Yes 0 No 0 Yes 0 No

e. Hydraulic/Structural Countermeasures: [8] Yes 0 No 0 Yes 0 No

6. MONITORING PROGRAM RECOMMENDATION

6a. Regular Inspection Cycle Items to Watch:

Changes in streambed section and/or profile readings. Refilling of D Annual [g! Biennial scour hole. Changes in abutment embedment, especially at left

abutment. Upstream left wing erosion. Debris accumulation.

[g! Riverbed Profile Readings - Upstream face

[g! Riverbed Profile Readings - Downstream face

D Surveyed Cross-section(s)

Underwater Inspection Required Items to Watch:

D 4 Year Cycle

D 2 Year Cycle

D 1 Year Cycle

6b. Fixed Monitoring Device(s) [g! Not Applicable

Type of Instrument:

Installation Location(s):

Routine Sample Interval: D 30 minute D 1 hour D 6 hours D 12 hours D Other

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

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

Frequency of Data Download and Review D I hour D 3 hour D 6 hour D Other

Action(s) Required if Scour Critical Elevation Detected:

Criteria for Termination For Fixed Monitoring:

Event Sample Interval: D Continual D 10 min D 30 min D I hour D Other

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

Action(s) required if Scour Critical Elevation Detected:

Criteria for Termination For Event Monitoring:

6c. Flood Monitoring Program During Inspection Event Look For:

Type: [g] Visual Inspection Water surface elevation above Elev 123.4.

[g] Instrument (check all that apply)

[g] Portable 0 Geophysical o Sonar Other

Flood Monitoring event detlned by: (check all that apply) USGS Gage Station Station #

0 Stage (Water Surface Elevation) Other

0 Discharge

[g] Notified by Public

[g] Flood Warning Issued by National Weather Service

[g] DOT Situation Report

Scour MonitOling event defined by: (Check all that apply)

0 Stage (Water Surface Elevation) (ft) o USGS Gage Station

0 Discharge (cfs) Station #:

[g] Flood Warning Issued by National Weather Service

Frequency of Flood Monitoring 0 Continual 0 3 hours [g] 12 hours o Daily

Criteria to End Flood Monitoring [g] Revisit Bridge [g] Recommended Post Flood Inspection

[g] Close Bridge [g] Conditions Stable / Water Receding

Action(s) required if Scour Critical Elevation Detected: Detour traffic (see Section 7). Close bridge (see Section 8). Post-tlood Inspection (see Section 6.d.).

6d. Post-Flood Inspection Tasks Required

[g] Visual Inspection

[g] Riverbed Profile Readings - U/S and D/S face

[g] Profile at Substructure

o Underwater Inspection

[g] Probing

Agency and Department Responsible for Monitoring:

Items to Watch:

Changes in streambed section andlor profile readings. Refilling of scour hole. Changes in abutment embedment, especially at left abutment. Upstream left wing erosion. Debris accumulation.

Contact Person «name, title, agency/organization, telephone, email):

Bridge Maintenance Engineer, MaineDOT Bridge Maintenance Division, 207-624-3580 Assistant Bridge Maintenance Engineer, MaineDOT Bridge Maintenance Division, 207-624-3580

7. DETOUR ROUTE

Detour Route Description: No detour or Rte 6, Rte 11, Golden Road

Bridges on Detour Route: If Golden Road route is taken, dirt roads on detour.

Bridge

Number Feature On Feature Under

Item

113

Load Posting/

Weight (tons)

Vertical

Clearance

(feet)

Width

Restrictions

(feet)

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, 624-3030

8. BRIDGE CLOSURE PLAN

Criteria For Consideration of Bridge Closure: (Check all that apply)

Water Surface Elevation Reaches Low Chord Overtopping Road or Structure

Water Reaches Closure Elevation:

1.2 ft below Low Chord (10-yr WSE), Placard Scour Measurement Results / Monitoring Devices

Observed Structure Movement / Settlement

USGS Gage Station # Stage (WSE) ft

Discharge cfs

Other Debris Accumulation Movement of Riprap / Other Armor Protection

Loss of Road Embankment Ice Jam

Agency and Department Responsible for Closure:

DOT Municipality Other

Contact Person(s) (name, title, telephone, e-mail):

MaineDOT Radio Operations, 207-624-3339

9. BRIDGE REOPENING PLAN

9a. Criteria for Consideration to Complete Interim Bridge Reopening: (Check all that apply)

Water Surface Levels Dropping Reasons for Closure Have Abated

Critical Elevation Marker Is Visible

Agency and Person Responsible for Interim Bridge Reopening After Inspection:

Region Manager

Region Engineer

Region Superintendent

9b. Criteria for Completing Bridge Reopening Process: (Check all that apply)

Riverbed Elevation Verified (drop line readings) Post Flood Inspection Completed

Streambed Elevation Drops Less Than 1.0 ft Diving Inspection Completed

Agency and Person Responsible for Completing Bridge Reopening:

Bridge Maintenance Engineer, MaineDOT Bridge Maintenance Division, 207-624-3580


10. COUNTERMEASURE RECOMMENDATIONS

Include Information on Hydraulic, Structural, or Monitoring Countermeasures

Conceptual Structural / Hydraulic Countermeasures:

Priority Estimated Cost

(1) Grout mat along both abutments High Medium Low

(2) Riprap or cable mat along wings High Medium Low

(3) Monitoring High Medium Low

Basis for the Selection of the Preferred Scour Countermeasure:

Relative cost but limited headroom.

Recommended Countermeasure to be Performed by:

Maintenance

Bridge Program

Highway Program

Other:

Recommended Completion Date

Contact Person(s): (name, title, telephone, e-mail)

Bridge Maintenance Engineer, MaineDOT Bridge Maintenance Division, 207-624-3580


ATTACHMENT A

Maine Department of Transportation Bridge Scour Evaluation

Hydraulic, Scour & Structural Stability Analysis Summary

Town: Lily Bay Twp Bridge Name: Lily Bay Bridge #: 6148 Stream: Lily Bay Stream Feature Carried: Lily Bay Road (SA 1)

By: RLB Date: 512611 0 Check By: RMH Date: 1011411 0 MDOT PIN: 1563l.l0 TYLI Project No.: 411588.00

Hydrology & Hydraulic Analysis: Discharge data for the 10, 50, 100 & 500 year recurrence intervals (QI0, Q50, Q100 & Q500) provided by MaineDOT Hydraulics Unit. Overtopping discharge derived for the discharge (with a recurrence interval < 500-years) which overtops either the bridge or approach roadway. The U.S. Army Corps of Engineers HEC-RAS River Analysis System computer program (ver. 4.0) was used to perform all of the backwater calculations. All elevations are based on an assumed datum (reference bridge datum elevation and location: El. 129.71 at DIS Left Top of Curb.

Calculated hydraulic discharge conditions for the existing bridge are summarized as follows:

Discharge Event Discharge Headwater El. At Maximum Discharge (cfs) Bridge (ft) Velocity At

(1) Abutment (ftl sec) (2)

500-year 3230 127.3 4.2 100-year 2356 126.7 7.8 50-year 2013 126.4 6.9

( overtopping) 10-year 1292 123.4 1l.2

(1) Headwater elevation at bridge reported for contracted cross section located at the upstream side of the bridge. (2) Largest of discharge velocities at abutment reported for contracted cross section located at the upstream inside or downstream inside section of the bridge.

Scour Analysis: Scour computations were performed according to the FHW A Hydraulic Engineering Circular No. 18 (HEC-18), Evaluating Scour at Bridges, 4th edition (2001). The U.S. Army Corps of Engineers HEC-RAS River Analysis System computer program (ver. 4.0) was used to periorm the scour calculatIOns. Supplemental hand computations were performed to evaluate vertical contraction scour for pressure flow conditions and results are combined using the superposition method outlined in HEC-18. Top and bottom of footing (TOF and BOF) elevations and estimated total scour elevations at the abutments are summarized as follows:

Left Abut. Right Abut. TOF El. (ft) 11S.0 11S.0 BOF El. (ft) 112.0 112.0

Critical Discharge Events I Estimated Scour Elevations: SO-year 81.1 60.9 10-year 103.1 90.0

Conclusion: Bridge considered to be unstable for assessed scour for a storm event with a recurrence interval of 10-years, a discharge of 010 = 1292 cfs, and corresponding inside bridge upstream water surface elevation of 123.4feet which corresponds to the assessed scour critical condition for the bridge. The HEC-RAS calculated scour results indicate critical scour under flows less than the 10-YR event, but this is considered overly conservative. The bridge site is susceptible to horizontal contraction scour to depths of 1.0 ft to S.O feet for flows greater than the10-Yr event and up to the SO-YR event. The bridge site is susceptible to pressure flow and vertical contraction scour for flows greater than the 10-YR and less than the SO-YR events. The fine bed material is highly susceptible to significant vertical contraction scour, but it is likely that natural armoring may be limiting depth. Maximum computed vertical contraction scour is up to 16 feet and occurs at overtopping (~SO-YR event). The bridge site has no available flood history records, but has had no reports of scour repairs since built in 1969. The bridge site is approximately 2S0 feet upstream from Moosehead Lake. Hydraulically, this stationary condition governs hydraulic flow tailwater depth. Abutment scour is anticipated but not to the depths calculated by HEC-RAS using the Froelich's equation.

Recommendations: a. Scour Vulnerability (Long term, Contraction, Abutment and Pier): The bridge is highly susceptible to horizontal and vertical contraction scour and abutment scour. Highly scourable bed material. Pressure flow conditions below So-YR event. Wide floodplain upstream. Unprotected vertical wall abutments placed within channel. Thalweg against left abutment. Installation of scour countermeasure is recommended at both abutments. It is further recommended the monitoring begin when a Flood Warning is issued by the National Weather Service and that the bridge be closed at the lO-YR event (1292 cfs, WSE 123.4).

b. Recommended NBI Ratings: Item 60: S Item 61: S - - Item 71: 1 Item 113: 3

c. POA Recommended (YIN): Yes

ATTACHMENT B

OFFICE/FIELD REVIEW DATA REPORT

Bridge Name: Lily Bay Town: Lily BayTWP Bridge #: 6148

Feature Carried: Lily Bay Rd Stream: Lily Bay Stream Review Date: 6/3/2009

Site Investigation Pictures

2


Bridge Name: Lily Bay Town: Lily Bay TWP

Feature Carried: Lily Bay Rd Stream: Lily Bay Stream


Bridge #:

Review Date:

6148

6/3/2009

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ATTACHMENT C

Detour Map - Lily Bay #6148

Detour Route Description: No detour or Rte 6, Rte 11, Golden Road

ATTACHMENT D

------ --- -- -- ------

I OFFICE/FIELD REVIEW DATA REPORT

Bridge Name: Lily Bay Town: Lily Bay TWP Bridge #: 61481

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ATTACHMENT E

OFFICE/FIELD REVIEW DATA REPORT IBridge #: &d&

b. Contraction Scour Potential (due to encroachment)

1) Potential for Overbank Flow (Y/N/Unk.): " Y Left Y Right

2) Relief Structure (X): Bridge - Culvert - Location (ft. L/R) -3) Potential for Over Topping (Y/N/Unk.): J:F ~. l.ii ck b rideIL.. 75 . , u

c. Long Term Potential for: Aggradation (Y/N): N Degradation (Y/N): tJ

Source of Sediment (X): - Bed Load - Other

d. Bed Material (Circle):

/SiIu~ ~ Gravel - -Cobbles/Boulder Bedrock Other

Bed Material D50 (Visual Classification): .si If"

BRIDGE SITE CONDITIONS

5. STREAM CROSS SECTION (X) (See sheets 7 & 8): .k Upstream Face X.. Downstream Face

6. FLOW CONDITIONS

a. Obstructions/Beaver Dams/Etc .. . (Describe): N /A

b. Confluences (UR, ft. upstream or downstream): 100' D /oe;;, M 0 0 ~e.~ec..tJ L ..... k ~

c. High Water Mark

1) Date/Estimated Flood Frequency: 1k-I~ Nt"..fi vA It".(")-){ t _.J-lW 19 q 8-

2) Approx. Elev. (Based on bridge datum): a \2.2-. 6

3) Source/Reliability: } Ii P, ' 1I1~" fc-h f"\.{) Y.eYl/"r( t;

d. Feasibility of Adding Riprap or Other Scour Countermeasures (Explain) : Dmn+- (l(re~~ Dis f2..l'ohr v

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7. BRIDGE DESCRIPTION

a. Description of Bridge/Bridge Type (Single/Multi Span, Continuous/Non-continuous, Superstructure Type):

SI C\.<;:\\e. ~ OQtJ (' N )('l'"( ~ oto..b v

;x, , c.\<.<V 3,1 (010 \ b. Bridge Length (ft): -eS\~,\ Bridge Width (ft): Number of Spans: I ,

c. Date Built: \Cjlo't

d. Reconstruction/Scour Repairs (DatelDescription): -

e . Bridge datum (NGVD/Assumed) : A\::l'::: ... XY\~ Elev.~ Location: J) Is uk me (~ D~JO~ - 8'0';:»

f . Low Chord Elev., (ft): 1'24 .eil? (S e~ D""A. 10 2.- 89c..\

g. Bridge Deck Elev., (ft): Vo/Ie'S-, v .."

+/- fL . 1'2..9, "5 ( ' 02. - BSDI ---+ P ktrI..,<>, IN\<--1.<<l. v- ~ ~ ,/

h. Upstream Top of Bank Elevation at Bridge, (ft): +/- a. 12.2_ CJ (10'2 - {:J.£tJ"l I 'Z..G:, ± N

' , i. Overtopping Elev., (ft) : At Bridge (Y/N) : Approaches (ft . UR): IS L

Page 2

ATTACHMENT F

NOTES:

TOWN: )" //y i)gj BRIDGE No: ~(;:..LI....!:..'46!4t-· ___ _

Alternate Placard Location

Placard Location

- Bridge Closure Water Surface Elev. 12,3,+

Flow~

ABUTMENT ELEVATION N.T.S.

I. Bridge shall be monitored for scour for flood warning issued by the National Weather Service.

2. Bridge shall be closed for water surface above Elev. )23,4 corresponding to a discharge O? )0 year event.

3. Placards shall be located at the upstream side of both abutments in the location or alternate location shown.

PLACARD INSTALLATION LOCATION

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ATTACHMENT G



Feature Carried: Lily Bay Rd (SA1) Stream: Lily Bay Stream

Sketch (Plan view) Bridge plans supplemented by field sketch .

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Page 6

Bridge #:

Review Date:

6148

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ATTACHMENT H

ATTACHMENT I

ATTACHMENT J

ATTACHMENT K

MAINE DEPARTMENT OF TRANSPORTATION

BRIDGE SCOUR ASSESSMENT

SUMMARY REPORT

Bridge Name: Lily Bay Town: Lily BayTwp Bridge #: 6148

Feature Carried: Lily Bay Road (SA 1) Stream: Lily Bay Stream River Basin: N/A

Assessment By: Kevin Ducharme Assessment Date: 11/13/2009

Check By: ~~ //Lh-,,,4-- Check Date: 1-'1/('//0 /

MDOT PIN: 15631.10 TYLI Project No: 411588.10

NOTES . Observations left and right are facing downstream·

. Elevations refer to bridge plan datum unless otherwise noted· • The information shown in this report is obtained from available MDOT bridge plans and

records, supplemented by field review·

1. SUMMARY AND CONCLUSIONS Negative factors influencing recommendations: • Some potential for thalweg to migrate. Thalweg against left abutment foundations with scour present. • Scourable bed material. Field inspection identified sand, gravel, & silt although areas of bed seem to be armored or at least very difficult to probe. • Poorly protected spread footing abutments with probes below top of footing at left abutment. • High contraction scour potential due to vertical abutments in channel with wing walls directing flow into bridge opening. Fairly wide upstream floodplain with low bank. • Slight potential for pressure flow at low chord, possibly some overtopping relief on approaches • Mostly stable banks upstream but any debris will likely assist pressure flow due to debris trapped on low chord. • Existing riprap at left and right DIS wingwall and at U/S right wingwall is in good condition. • Poor flow alignment (bridge on gradual bend) with 20 degree attack angle on left abutment.

Positive factors influencing recommendations: • Fairly long history with no scour repairs. • Fairly difficult to probe below refilling fines, possible self-armoring material) • Low lands u/s creating storage and slowing velocities

Conclusions: • Access to install countermeasures is not too difficult but will be challenging due to limited headroom. Flow diversion may be required for placement at low flow conditions. • Addition of riprap, cable mat, or grout mat during low flow conditions possible for protective measures. • Existing foundations have lasted for a long time with moderate scour. • Long detour would be required for bridge closure. • Installation of countermeasures likely required to improve Item 113 rating.

2. RECOMMENDATIONS

a. Scour Vulnerability (Long term, Contraction, Abutment, Pier):

High contraction scour potential due to wide flood plain and abutments in channel. High abutment scour due to

attack angle. Thalweg along left abutment footing creating scour below T.O.F. Probing below T.O.F. at left

abutment.

b. Recommended NBI Ratings:

Item 50: 5 Item 51 :5 Item 71 : 9 Item 113: 3

c. POA Recommended (X): Full X Abbreviated

Page 1

Abbreviated Scour POA Checklist

Town: L I J \/ ~C\.1 TvJ( Bridge Name: L-J'A &.'1 Pass / Fail Criteria

Bridge#: b/Llrf

Detour Length < 25 miles Yes ® Roadway Classification Less than Arterial ~ No

Traffic Count < 5000AADT eYe?) No

Structure Length < 150 feet @ No

Scour Critical Bridge on Yes ",o~..n No

Detour ,,\I-Detour Roadway Condition / Adequate \j\' ,

No Yes Width J d t C °t 0 U 19men rI erIa Hydraulics:

Lateral stream stability Low cf1edi~ High

Channel vertical stability (L~ Medium High

Degree of constriction Low Medium @i§) Angle of attack Low Medium (fIigl9 Potential for pressure flow ~ Medium High

Geotechnical:

Stream bed erodibility Low @edi~ High

History:

Scour history Low <f1ediuED High

Flood Low cBedi~ High

Ice / Debris ~o0 Medium High

Structural:

Substructure Condition Low ~edi~ High

Other Comments:

Recommended POA: @) Abbreviated

Submitted by: I~ b v.vV--- Date: 1\ "3h£)o~

MAINE DEPARTMENT OF TRANSPORTATION

BRIDGE SCOUR ASSESSMENT


Bridge Name: t-i /<1. 13~ Town: j..i/Itt BA-q /WI:> Bridge #: fa /48 () v IJ

Feature Carried: £,i llJ. BettA _~/S"A I Stream: IA ~ ~ ~.ea.m River Basin:

K""i~ D~rJr-.('l ('('(\1' AnII'-- ~ V

Review Date: & / ~ / D~ Review By: .. ,t .. "", .J

~.//J~Lf ' ,

Checked By: Check Date: q-// Gr // C) , MOOT PIN: 15631.10 TYLI Project No: 411588.10

NOTES - Observations left and right are facing downstream -

- Elevations refer to bridge plan datum unless otherwise noted -• The information shown in this report is obtained from available MOOT bridge plans and

records, supplemented by field review·

STREAM STABILITY ASSESSMENT

1. CHANNEL Upstream Downstream At Bridge

Mannings 'n' : 0.0 :s 0,03 c 0,03

2. FLOOD PLAIN

Mannings 'n' , (UR): '1: 0.12. 0,1,0 -, . 3. CHANNEL LATERAL STABILITY

a. Bends (see sketch plan)

1) Bridge Location: .-- ftlUpstream of Bend ~ ftlDownstream of Bend v' G £-1\ ?U-II '-'

On Bend

2) Migration Potential (Describe): e,1(~::.\"'VC\<..l s...+t t:V<M+ ~./'aM -? 10"'- (V\..~orO--\-iCrl"l \..} " \J

'PO -\-cJ,-n a.A

b. Bank Condition Upstream Downstream At Bridge

1) Vegetation (Describe): bru ~h.lfttU _ 9,m-£$ hor'lr.>l-} -2) Material (Describe): 5;11-'1 5uV\~ 5; I+, JfAVl.c.I -

3) Eroding or Stable (see sketch-plan): S,c M,e. e.r-eJ1b" Sl;:)(V\~ ('res I~'" -4) Bank Slope (X Horiz.:1 Vert.): Z; I 10: I -5) Bank Protection (Describe): Nolie. lVo-ne. At ww

c. Islands/Bars/Deposits: - ft.lUpstream S~/...<..f--t

1$0 ft.lDownstream - At Bridge

4. CHANNEL VERTICAL STABILITY

a. Channel Profile (X): Pool Riffle

Upstream: / at Bridge: /'

Downstream: .;

Page 1

OFFICE/FIELD REVIEW DATA REPORT IBridge #: &11'0 b. Contraction Scour Potential (due to encroachment)

1) Potential for Overbank Flow (Y/N/Unk.): )i , Y Left Y Right

2) Relief Structure (X): Bridge - Culvert - Location (ft. LlR) --3) Potential for Over Topping (Y/N/Unk.): "]:F "bt'J. (.ii rk bode\£. 75' , u

c. Long Term Potential for: Aggradation (Y/N): N Degradation (Y/N): tJ

Source of Sediment (X): - Bed Load - Other

d. Bed Material (Circle):

/Siltlc~·) ~ Gravel -- ---Cobbles/Boulder Bedrock Other

Bed Material 050 (Visual Classification): silf I Mil") ( re...j:·,\\·"1 ~ Jed ;"...,r:,,+ ~bo'le IAfM(;l'iv'l,\\ ~ ....,

BRIDGE SITE CONDITIONS

5. STREAM CROSS SECTION (X) (See sheets 7 & 8): k Upstream Face J(' Downstream Face

6. FLOW CONDITIONS

a. Obstructions/Beaver Dams/Etc ... (Describe): N fA

b. Confluences (LlR, ft. upstream or downstream): 100' D/<;;. M D c ~e. ~ecq( L",\<.~

c. High Water Mark

1) Date/Estimated Flood Frequency: 1:n"', nP(,,·.f1 (>1\ r-eX'b{' t 4-1W 1998-

2) Approx. Elev. (Based on bridge datum): -a \22-.6

3) Source/Reliability: )q~ 'J(I~re_d-itV\ 'I.e¥ltyf b

d. Feasibility of Adding Riprap or Other Scour Countermeasures (Explain): _:Q:>C.Q.n+- n rr{'~oe...<:-, Dis lZt'o ht--, v

1,~I);4-J ~~ha(Jw- (). Ad

P65,5ibl ca.. w~-\- e.-r I2.I~v ch"l\l!.l\~es

" 7. BRIDGE DESCRIPTION

a. Description of Bridge/Bridge Type (Single/Multi Span, Continuous/Non-continuous, Superstructure Type):

S\l\Q\e <t,Oev-, (' ,VIr re-1-e..- :::'\ab v

z,o , c.\<.ev'

31' (1".)/0\ b. Bridge Length (ft): '6$'~\ Bridge Width (ft): Number of Spans: I c. Date Built: IctlJl1

d. Reconstruction/Scour Repairs (DatelDescription): -

e. Bridge datum (NGVD/Assumed): k:::,~ Elev.~ Location: l» l-:s Lt~ me (sa p~_ J9 ~ f. Low Chord Elev., (ft): Iz4.Cb (SeL Dwo.. 102- 69c.\

g. Bridge Deck Elev., (ft): V(Vle,S ... v -"

+/- 1'2.-9 ,'Sflb2.- BSD) --i- p~ U'C\d.(£lX" ~ EL '" .,

h. Upstream Top of Bank Elevation at Bridge, (ft): +/- H. 12.2.0 (10'2 - ~ ')

1 L.£:. ± N ", ,

i. Overtopping Elev., (ft): At Bridge (Y/N): Approaches (ft. LlR): -, S L

Page 2

OFFICE/FIELD REVIEW DATA REPORT I Bridge #: (i 11 g

j. Pressure Flow Potential (YIN): N k. Functional Class: 01-I.ADT: 50~ Year of ADT: 20D7

m. Detour Length (mi): L '2.5 Scour Critical Bridge on Detour (YIN): -Detour Roadway Condition I Width (Poor, Adequate): -

n. Sufficiency Rating: B 7,ci I'O? 1iY.>p,) Posting (YIN): N

8. ABUTMENTS Left Right

a. Type (Stub abut. on slope, Vertical wall, Vertical wall wlwingwalls

Dry Laid Granite, Granite Masonry): Vo-l::. IVQ U wi wvV y ~

b. Support (Fix.lExp.): f"X.D. 'PI'X..

c. Angle of Inclination (Degrees): 2..0'" -d. Foundation:

1) Spread Footings (X): X- v

2) Piles (X): - -3) Other (Type): - -4) Footing Exposed (YIN): V N

5) Top of Footing Elev., (ft): 5fe- Awn I02'~S63C. 11?~o II~,D U

6) Footing Height, (ft): 3 3

7) Exposure, (ft) (See Sounding Sheet): I.e +'" s;h. 1\f~' uJG.Oc.I"It- ;I:/i iN/i. )

8) Piles Exposed (YIN): ~. -

9) Pile Tip Elev., (ft): - -10) Rock Elev., (ft): u.." 1< U"l<

11) Source of Data (Field review, Design plans, As-built drawings,

Pile driving records, Inspection reports, Other): /).( .\.:::

e. Location from bank (Set back, At bank;(ln channel\ln floodplain): :M c.""rAi'\",~J ut\,..(),~~ "_/

f. Protection:

1) Riprap Location (Describe): b Is \J /$ $ .Dis wvv e"d. wotJ €fld.

(J',le " (p - '2Ji" 2) Riprap (Type/Size):

3) Riprap Condition (Good, Fair, Poor): (",,~d (",oed

4) Other Protection: - -

5) Condition (Good, Fair, Poor): - -

Page 3

I OFFICE/FIELD REVIEW DATA REPORT IBridge#: ~ J'IS

I

9. PIERS N/A Pier# 1 2 3 4 5

a. Type (Solid shaft, Single Column,

Multi-column, Pile bent, Dry Laid Granite, Granite Masonry):

b. Support (Fix.lExp.):

c. ChannellFloodplain (Chan/Fld):

d. Shape (square, round nose, sharp nose)

Upstream:

Downstream:

e. Width x Length, (ft):

f. Angle of Attack, (Degrees:):

g. Foundation:

1) Spread Footings (X):

2) Piles (X):

3) Other (X):

4) Footing Exposed (YIN):

5) Top of Footing Elev., (ft):

6) Footing Height, (ft):

7) Exposure, (ft) (See Sounding Sht):

8) Footing Width x Length, (ft):

9) Piles Exposed (YIN):

10) Pile Tip Elev., (ft):

11) Rock Elev., (ft):

12) Source of Data (Field review, Design Plans, as-built drawings, Pile driving records, Inspection reports, Other):

h. Protection:

1) Riprap Location (Describe):

2) Riprap (Size/Type):

3) Riprap Condo (Good, Fair, Poor):

4) Other Protection:

5) Condition (Good, Fair, Poor):

10. EVIDENCE OF SCOUR

a. Existing NBI Rating: 7 Item 60 5 Item 61 ~ltem71 (Bridge records)

b. Previous MDOT Underwater Inspection (YIN Date): (Np b~~ L\,"'ru.l) Frequency (Months): 24-a. Abutments Left Right

1) Tilt I Settlement * (YIN): N N

2) Cracks * (YIN): N N

3) Adjacent Roadway Settlement * (YIN): N tJ

* Describe Cause, If not scour:

- -

Page 4

OFFICE/FIELD REVIEW DATA REPORT I Bridge #:

Left Right

4) Max. Depth Undermining, (ft) (See sketch-plan): - U",l< ( Not wfl.Jo Iol~)

5) Scour Holes (YIN) (See sketch-plan): N N

6) Comments (Expansion Joints, Rockers, etc.): NDf\~

b. Piers iJ!A. Pier# 1 2 3 4 5

1) Tilt! Settlement (YIN):

2) Max. Depth Undermining, (ft)

(see sketch-plan):

3) Scour Holes (YIN) (sketch-plan):

4) Comments (Expansion Joints, Rockers, etc.):

c. Contraction Scour Potential (Low, ~ High): A,:>v-o\- i.A l'/c...("I\~ but- I ;"ei<., (01\'<.- Io6-CILw~ ----1) Bed Deposits Downstream (YIN): N Distance, (ft): -2) Blowhole (YIN): N

3) Comments (Channel/Floodplain Contraction, Scour Holes, etc.): NON?-

11. DEBRIS

a. Potential for Debris Accumulation (See sketch-plan): Low:~ Moderate: High:

b. Comments (Location, Type, Size, Etc.): b"u:s r.,

Page 5



Feature Carried: Lily Bay Rd (SA1) Stream: Lily Bay Stream

Sketch (Plan view) Bridge plans supplemented by field sketch.

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Page 6

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Bridge #: 6148

Review Date: (p1!;.1d1

OFFICE/FIELD REVIEW DATA REPORT I I

'I Bridge Name: Lily Bay Town: Lily BayTWP Bridge #: 6148

I Feature Carried: Lily Bay Rd (SA 1) Stream: Lily Bay Stream Review Date: Co l"b \ 0'1

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OFFICE/FIELD REVIEW DATA REPORT Bridge Name: Lily Bay Town: Lil Ba TWP

I . Bridge #: 6148

Feature Carried: Lily Bay Rd (SA 1) Stream: Lily Bay Stream Review Date: lo \ ~ \ oq

Stream Cross Section at Bridge (Downstream Side· Facing Downstream) '0 \JI

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Bridge Name: Lily Bay. Town: Lily BayTWP Bridge #: 6148

Feature Carried: Lily Bay Rd Stream: Lily Bay Stream Review Date: lbl~ll.?~

DatumElev.(ft): It %,.2.4> Location: IAISL-, "-,0.<... Water Surface Elev. (ft): 1'2..-1.1 ~

Upstream Side Top of Datum Wingwall to Top of Curb Gage (ft)'

a b c d Wet(W)

Location Station ElevA, ft. H1, ft H2, ft: ElevB, ft. Dry (D) Comments

L. ABUT 0+00 l'U,2'~ ·7,~· /a.};&, 113.M.,. W o+oS 11:~, I I )'-\.C 1/'1.11

(0+'\<:> l'2t'1" 13.3 I ,t(,w, 0",\<;; I1.V.8 1,' 'l,~ I (p.2l

O~ 1'2,.. ~ (, \'2.'2- 115, iqIP

~'Z-? 1'217. '5 , 11.& I/S.~t

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a. Top of bridge curb/parapet* (From bridge plans)

b. Distance from top of bridge curb* to water surface.

c. Distance from top of bridge curb* to streambed or ground.

d. Streambed or ground elevation. * Unless noted otherwise

Page 9

OFFICE/FIELD REVIEW DATA REPORT "-


Feature Carried: Lily Bay Rd Stream: Lily Bay Stream Review Date: u \'1:.\Oe,

Datum Elev. (ft): 1"24.7' Location: 12\ c;, L-r \ Ie. Co. • Water Surface Elev. (ft): ,~\ I '3>CP

Downstream Side Top of Datum Wingwall to Top of Curb Gage (ft)·

8 b c d Wet(W)

Location Station ElevA, ft. H1, ft H2, ft. ElevB, ft. Dry (D) Comments

L. ABUT 0+00 \1. Dt./t "8A '/3, z... If (".:51 \fIJ 'T

O-rO { \?~.h8 1:,,7t, Vj'5. '"'I 3 I ..

C::H oS" \ 1. Cj, $/.. , :"IIl' Ilb.(e, l~ ~ ,I> 11.9 . ..,1 1'3;2... 11/P.11

C)''\' IS \(l.<1.1' /D.9 QI·i.3(.

Dot 20 \.'2. 'j./I 16,;3 II ~.~,

o~"2S \"L~. '1~ 10.3 ,\If.Cd4 ...

I <t.. fH,V'T'" O~"30 \'l'i. 8 , I D.'? i \ I~, /I '\'

!l Top of hrirlge clJrh/parapet* (From brirlge plans)

b. Distance from top of bridge curb* to water surface.

c. Distance from top of bridge curb* to streambed or ground.

d. Streambed or ground elevation. * Unless noted otherwise

Page 10



Feature Carried: Lily Bay Rd (SA1) Stream: Lily Bay Stream Review Date: L. \~ \ 09,

Soundings/Probings W - Water Depth E - Footing Exposure

P - Depth of Rod Probe U - Depth of Undermining

30' 20' 10' 0' 0' 10' 20' 30'

Wingwalls (typ)

IIp W IS-"f 1/? (oF C/' f --- --- --- ---

"fbF 3 .. ~'vJ --- ::,' w i' : I ~ I If l&," l'

FLOW

777777771~

Left Abutment I ~ Page 11

I OFFICE/FIELD REVIEW DATA REPORT

Bridge Name: Lily Bay Town:

Feature Carried: Lily Bay Rd (SA1) Stream:

Picture Locations

0---. Photo Location From - Looking

Page 12

Lily BayTWP

Lily Bay Stream

/ / j

(

I

I Bridge #: 6148

Review Date: (eJ/3/oQ


Bridge Name: Lily Bay Town: Lily BayTWP Bridge II: 6148 I

Feature Carried: Lily Baj'_ Rd Stream: Lily Bay Stream Review Date: 6/3/2009


2





3

4


Bridge Name: Lily Bay Town: LiIyBayTWP



Bridge #:

Review Date:

6148

6/3/2009

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ATTACHMENT L

ATTACHMENT M

HEC-RAS Plan' Plan02 River' Lily Bay Stream Reach' Lily Bay Stream

Reach RiverSta Profile o Tolal MinChEI W.S. Elev CriIW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chl

(cfs) (ft) (ft) (ft) (ft) (ftIfl) (fils) (sq ft) (ft)

Lily Bay Stream 1144 010 1292.00 116.90 123.82 120.89 124.00 0.000608 3.66 682.28 297.63 0.28

Lily Bay Stream 1144 ." 050 2013.00 116.90 126A6 121.95 126.57 0.000262 3.14 1642.79 392.79 0.20

Lily Bay Slream 1144 0100 2356.00 116.90 126.78 122A1 126.92 0.000304 3A7 1769.20 402.67 0.21

Lily Bay Stream 1144 0500 3230.00 116.90 127A6 123.23 127.66 0.000409 4.24 2051.07 424.63 0.25

Lily Bay Str.am 1040 010 1292.00 116.20 123.81 119.99 123.93 0.000306 2.78 488.89 341.36 0.20

lily Bay Stream 1040 050 2013.00 116.20 126AO 120.72 126.54 0.000216 2.98 716.76 410.98 0.18

~ 1040 0100 2356.00 116.20 126.69 121.01 126.87 0.000269 3.41 804.95 418.76 0.20 1040 0500 3230.00 116.20 127.32 121.73 127.59 0.000386 4.28 1072.17 435.58 0.25

. Lily Bay Slr .. m 1000 Bridge

LilyBayStr.am 957 010 1292.00 116.10 121.24 121.67 0.001939 5.30 278.34 173.55 OA8

Lily Bay Slr.am 957 050 2013.00 116.10 121.88 122.61 0.002757 7.00 336.83 218.45 0.58

Lily Bay Stream 957 0100 2356.00 116.10 122A3 123.20 0.002523 7.23 387.37 267.59 0.57

Lily Bay Stream 957 0500 3230.00 116.10 123.77 124.63 0.002084 7.69 510.81 368.74 0.54

Lily Bay Slream 834 010 1292.00 112.60 120.93 121.33 0.001426 5.06 255.13 53.38 OAI

Lily Bay Siream' 834 050 2013.00 112.60 120.79 121.81 0.003777 8.13 247.68 52.98 0.66

Lily Bay Stream '834 0100 2356.00 112.60 120.66 122.15 0.005597 9.77 241.16 52.63 0.80

Lily Bay Stream 834 0500 3230.00 112.60 120.83 120.98 123A2 0.009441 12.91 250.18 53.12 1.05 . Lily Bay.Slream 729 010 1292.00 114.70 121.00 118.68 121.15 0.000743 3.11 447.65 193.61 0.29

Lily Bay Slream 729 050 2013.00 114.70 121.00 119.34 121.36 0.001804 4.84 447.65 193.61 OA5

Lily Bay Stream 729 0100 2356.00 114.70 121.00 119.63 121.49 0.002471 5.66 447.65 193.61 0.53

Lily Bay Stream 729 0500 3230.00 114.70 121.00 120.30 121.93 0.004644 7.76 447.65 193.61 0.73

HEC RAS Plan- Plan02 River' Lily Bay Stream Reach' Lily Bay Stream

Reach RiverSta Profile E.G.Elev W.S. Elev Vel Head Fretn Loss C&ELoss QLeft QChannel Q Right Top Width

(tt) (ft) (ft) (ft) (ft) (cis) (cis) (cis) (tt)

Lily Bay Stream 1144 Ql0 124.00 123.82 0.18 0.01 0.01 3.09 1140.09 148.82 297.63

Lily Bay Stream 1144 Q50 126.57 126.46 0.11 0.00 0.00 18.35 1459.80 534.86 392.79

Lily Bay Slream 1144 Ql00 126.92 126.78 0.13 0.01 0.00 23.86 1677.64 654.50 402.67

Lily Bay Stream 1144 10500 127.66 127.46 0.19 0.01 0.00 41.45 2218.52 970.03 424.63

Lily Bay Stream 1040 Ql0 123.93 123.81 0.12 0.01 0.10 13.85 1278.15 341.36

Lily Bay Stream 1040 050 126.54 126.40 0.14 30.90 1982.10 410.98

Lily Bay Stream 1040 Ql00 126.87 126.69 0.18 11.78 2341.19 3.02 418.76

Lily Bay Stream 1040 Q500 127.59 127.32 0.28 39.71 3149.14 41.15 435.58

Lily Bay Stream 1000 , Bridge ....

Lily Bay. Stream' 957 Ql0 121.67 121.24 0.42 0.05 0.01 24.00 1259.48 8.52 173.55

Lily Bay Stream 957 Q50 122.61 121.88 0.73 0.07 0.01 52.64 1939.43 20.93 218.45

Lily Bay Stream 957 0100 123.20 122.43 0.78 0.06 0.02 74.47 2250.38 31.15 267.59

Lily Bay Stream 957 0500 124.63 123.77 0.87 0.05 0.10 134.67 3035.33 60.00 368.74


Lily Bay Stream 634 050 121.81 120.79 1.03 0.07 0.08 2013.00 52.98


Lily Bay Stream 834 Q500 123.42 120.83 2.59 0.22 0.06 3230.00 53.12


Lily Bay Stream 729 050 121.36 121.00 0.36 13.72 1998.64 0.64 193.61


Lily Bay Stream 729 Q500 121.93 121.00 0.93 22.02 3206.95 1.03 193.61

Lily8ay6148 Plan:Plan02 7/15/2011 UPSTREAM LIMIT SECTION

130(-.12 --+~- .03 +--~~ ~--~~- .12 ~~~~~~~~1

128

126

124

g c 0

~ > Ql

[jJ

122 ;

118

116

I I 1 .

200 300 400 500

Station (ft)

I Legencf I-~~~--

I WS 0500 T

WS Q100 .. WSQ50

WSQ10 c----::::J

o ftls C::===::-.:::::J

1 ftls

4 ftls

5 ftls •

Ground I

Ban~ Sta J

g c o ~ iii w

115

Lily8ay6148 Plan: Plan02 7/15/2011 UPSTREAM OF BRIDGE

~---.12 _.----+- .03-+-----· ._------------ .12 ----------,

100 200 300 400 500

Station (ft)

Legend

I-~-~-~~~~--

.. WS Q100 .. WSQ50

WSQ10 r--------]

o fils

1 fils

4 fils •

Ground ... Ineff

• Bank Sta

g c o ~ > Q)

1251 I

• ~ I

[j] 120

11

11

Lily8ay6148 Plan: Plan02 7/15/2011

f'----~~~-~~--- .12 ---~-~~-~ -)j<- .03 ~*~~~~---~--------- .12 -------

·~-~---'I -~~~-~ ~·--r--' -----!-.-----,-----------,,-~---,--~~----,,~

100 200 300 400 500

Station (tt)

Legend

WS 0500 T

WS 0100 .. WS050

WS 010

4.9 fils L- ---=:=1

5.0 fils j-~-~-I

5.1 fils

5.4 fils

5.5 fils

5.6 fils

5.7 fils •

Ground ,i.

Ineff

• Bank Sta

g c .2 OJ > Q)

ill

135

11

11

LilyBay6148 Plan: Plan02 9/30/2010

+ 03 -+ .12 1 r----:------;---, ft< .12--------- -. Legend

o

77{o<\

V7"-J \ () ~ 1 "

, ., (..,~/i I .2\ 'l,to v

\\5;'fv

100

lI~LL~o'

D

Lv~

200 300 400

Station (ft)

S-OQ,o

111,S-'41 90.3

'4 J 5", Z<i

---7<-

WS Q500 T

WS Q100

WSQ50

WSQ10

4.9 ftIs

5.0 ftIs . ~.·.-.--l

5.1 ftIs C:::::Z::===:J

5.2 ftIs

iM!iM ££5!Wm

5.4 ftIs -5.5 ftIs

5.6 ftIs -5.7 ftIs

Ground .. I neff

• Bank Sta

500

g c o ~ ~ iIi

132

130

128

122

A 1\11 LilyBay6148 Plan: Plan02 9/30/2010

UPSTREAM LIMIT SECTION

I.: .12 :.k---- .03 ---1.{ .12 1

( ~ i), I

\1[,,<) ,.rr. ./

\ .:/ \ "-t. " ,\

lO),1-

LO~ L[1,o

I

II

",I

rJi

f

13

JD

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i

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11

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o 100 200 300 400 SOO 600 700

Station (ft)

Legend -----><----

WS QSOO T

WS Q100

WSQSO

WSQ10

o fUs ::::J

1 fUs

2 fUs ~

3 fUs lIIIIIIIIIIIIII 4 fUs -S fUs

Ground

• Bank Sta

l D "lIt

Apff,5't2{JI1ov--

Plan: Plan02 Lily Bay Stream Lily Bay Stream RS' 1144 Profile' Q10

rl?{ -[1) > ; 3

4

TQC 1 b'i 5

6

7

8

9

10

Pos Left Sta Right Sta Flow

(ft) (ft) (cfs)

LOB 171.20 214.00 3.09

Chan 214.00 225.60 nnn n~ <..v<...V

Chan 225.60 237.20 301.95

Chan 237.20 248.80 223.71

Chan 248.80 260.40 240.77

Chan 260.401 if! 272.00 H'71:6B ROB 272.00 341.60 77.28

ROB 341.60 411.20 54.69

ROB 411.20 480.80 16.60

ROB 480.80 550.40 0.26

(!L~-({~t)[ (D1,D/\

II del

G\,S

'J7J;,t

Area W.P.

(sq ft) (ft)

10.4411 10.96 ~n ,,~ 12.95 N. ,

73.39 11.70

61.16 11.63

63.85 11.60

~B.,e8· 12.15

161.58 69.61

131.30 69.60

64.20 69.61

3.19 20.04

j,/I

Percent Hydr Velocity

Cony Depth(ft) (ft/s)

0.24 0.97 0.30

15.64 5.18 3.36

23.37 6.33 4.11

17.31 5.27 3.66

18.64 5.50 3.77

13.28 4.58 3.23

5.98 2.32 0.48

4.23 1.89 0.42

1.28 0.92 0.26

0.02 0.16 0.08

(/~

I \J vg Plan: Plan02 Lily Bay Stream Lily Bay Stream RS: 1000 Profile: Q10

E.G. US. (ft) 123.93 Element

W.S. US. (ft) (123.81 E.G. Elev (ft)

Q Total (cfs) 1292.00 W.S. Elev (ft)

Q Bridge (cfs) 1292.00 Crit W.S. (ft)

Q Weir (cfs) Max Chi Dpth (ft)

Weir Sta Lft (ft) Vel Total (tus)

Weir Sta Rgt (ft) Flow Area (sq ft)

Weir Submerg Froude # Chi

Weir Max Depth (ft) Speeif Force (eu ft)

Min EI Weir Flow (ft) 126.51 Hydr Depth (ft)

Min EI Prs (ft) 124.65 W.P. Total (ft)

Delta EG (ft) 2.27 Cony. Total (cfs)

Delta WS (ft) 2.57 Top Width (ft)

BR Open Area (sq ft) 247.95 Fretn Loss (ft)

BR Open Vel (tus) 11.15 C& E Loss (ft)

CoefofQ Shear Total (Ib/sq ft)

Br Sel Method Energy only Power Total (Iblft s)

L +-,

/1 ~,f I Vv51~

II S--,o f.)e~ -""'"--_ ..

g g I I c' Yl

lJ 9~{·, l~( f\(~lk (c\ ---~,.-.-.. -.,..,. .. ...-"'.,..,,~~-.,..-•. -

LL\

------84 \ ~ r L

Lt -

Inside BR US Inside BR DS

123.82

123.38

119.18

8.72

5.34

241.78

0.32

1192.08

8.06

30.09

48042.8

30.00

0.05

0.45

0.36

1.94

<f ~<:- t<f '/, __ .. - .

LOI /2

'--

123.32

121.39

121.39

5.61

(.11:15

115.86

0.83

691.03

3.86

30.75

13896.0

30.00

0.10

0.75

2.03

22.68

I

I -) ') l \7 C) ,0

Contraction Scour

Left Channel Right

Input Data

Average Depth (ft): 0.97 5.37 1.57

Approach Velocity (ftls): 0.30 3.66 0.41

Br Average Depth (ft): 8.06

BR Opening Flow (cfs): 1292.00

BR Top WD (ft): 30.00

Grain Size D50 (mm): 1.00 1.00 1.00

Approach Flow (cfs): 3.09 1140.09 148.82

Approach Top WD (ft): 10.79 58.00 228.84

K1 Coefficient: 0.590 0.640 0.590

Results

Scour Depth Ys (tt): 1.06

Critical Velocity (ftls): 2.20

Equation: Live

Abutment Scour

Left Right

Input Data

Station at Toe (ft): 198.00 228.00

Toe Sta at appr (ft): 225 268

Abutment Length (ft): 84.6 207.2

Depth at Toe (ft): 8.8 7.5

K1 Shape Coef: 0.82 - Vert. with wing walls

Degree of Skew (degrees): 110.00 90.00

K2 Skew Coef: 1.03 1.00

PrOjected Length L' (ft): 21.8 232.8

Avg Depth Obstructed Ya (ft): 3.1 1.6

Flow Obstructed Qe (cfs): 194.7 208.1.

Area Obstructed Ae (sq ft): 67.4 378.6

Results

Scour Depth Ys (tt): 9.55 25.35

Qe/Ae = Ve: 2.89 2.89

Froude #: 0.29 0.18

Equation: Froehlich HIRE

Combined Scour Depths

Left abutment scour + contraction scour (ft):

Right abutment scour + contraction scour (ft):

l-{--

q D,D

g c o iii 11 > Q)

iIi

o 100

Bridge Scour RS = 1000

........

I

200 300

Station (ft)

IlL ,;:)

I

400 500

Legend

WS Q10 •

Ground ... Ineff

• Bank Sta

Contr Scour

Total Scour

()'~/jv

V:. UJ ~'

A fOr, )ec~ (iV'

Plan: Plan02 Lily Bay Stream Lily Bay Stream RS' 1144 Profile' 050

Pas Left Sta RightSta Flow Area W.P. Percent Hydr Velocity

(tt) (ft) (cfs) (sq ft) (ft) Cony Depth(ft) (ft/s)

To-{ 'L2~ 1 LOB 171.20 214.00 18,35 60.86 32.99 0.91 1.87 0.30

~2 Chan 214.00 225.60 LOO.fO ::Jv.ro 12.95 13.17 7.83 2.92

3 Chan 225.60 237.20 356.50 104.10 11.70 17.71 8.97 3.42

4 Chan 237.20 248.80 290.59 91.87 11.63 14.44 7.92 3.16

'j='110 k-k] 5 Chan 248.80 260.40 305.44 94.57 11.60 15.17 8.15 3.23

6 Chan 260.40 272.00 12.15 12.03 7.22 2.89 L'+L. I L i 00. 'tl

7 ROB 272.00 341.60 191.53 345.85 69.61 9.51 4.97 0.55

8 ROB 341.60 411.20 164.42 I ! 315.571 i 69.60 8.17 4.53 0.52

9 ROB 411.20 480.80 110.37 248.47 69.61 5.48 3.57 0.44

10 ROB 480.80 550.40 60.40 173.05 69.61 3.00 2.49 0.35

11 ROB 550.40 620.00 8.13 33.90 23.95 0.40 1.43 0.24

u, - fliJ~Il~~ 1 L bs-, L\ -l- 1'$',1

(2 7 ~ to_'ll 7.41, 1\ 1- I tj I, n I b"i.1 + II 0,4 1- 1,0:1 + S.I":- C IS) ) (J ", 11,6

( It ~( qlJ,g~ -I- Go,0 ~< l<f7, () L j--l \I ,(~

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11.& - tt45',~ ~L -

()~vCrt J Of O'h,~ () J: (Jbs~( , ret VvV LV ~) ,,r ! ------,-~- -------.--.---~.,.,~.......-...--"

L+, ,:, I<r).o - 51 4 tA-,

13{ ~

rL + I ~" II <1),f

)17 rA~ - -] ~b ,1

~

Plan' Plan02 Lily Bay Stream Lily Bay Stream RS' 1000 Profile' 050

E.G. US. (tt)

W.S. US. (tt)

Q Total (cfs)

Q Bridge (efs)

Q Weir (cfs)

Weir Sta Ltt (tt)

Weir Sta Rgt (tt)

Weir Submerg

Weir Max Depth (ft)

Min EI Weir Flow (tt)

Min EI Prs (tt)

Delta EG (tt)

Delta WS (tt)

BR Open Area (sq tt)

SR Open Vel (ft/s)

CoefofQ

Sr Sel Method

L~/\ "-----..

Ilb1 1\ ),i) -_ .. 1\,1 I

L+. -----..

)t) 'f I V

~':T I ~

JI 3 1<1 I

L+;

126.54 Element Inside BR US Inside BR DS

( 126.4.9--- E.G. Elev (tt) 126.54 126.11

2013.00 W.S. Elev (tt) (126.40 ) 126.06

2011.21 Crit W.S. (tt) 120.51 122.72

1.83 Max Chi Dpth (tt) 11.74 10.28

298.93 Vel Total (ft/s) 0.00 0.00

403.92 Flow Area (sq ft)

0.00 Froude # Chi 0.35 0.45

0.04 Speeif Force (eu tt) 2247.93 1619.06

126.51 Hydr Depth (tt)

124.65 W.P. Total (tt) 78.94 81.21

2.39 Cony. Total (cfs)

4.53 Top Width (tt) 26.24

247.95 Fretn Loss (tt)

8.11 C & E Loss (tt)

Shear Total (Ib/sq tt)

Press/Weir Power Total (Ibltt s)

12&:1

I I ' <j v, ...... -,.~--..• ....,~~'~" .....

I I D, D Vi

( L \

----'

L

/

Plan: Plan02 Lily Bay Stream Lily Bay Stream RS: 1000 BR U Profile: 050

Pos Left Sta RightSta Flow Area W.P. Percent Hydr Velocity

(ft) (tt) . (cfs) (sq ft) (tt) Cony Depth(ft) (ft/s)

1 Chan 196.00 205.00 412.39 73.25 24.56 20.50 10.46 5.63

2 Chan 205.00 214.00 749.23 92.65 18.04 37.25 10.29 8.09

3 Chan 214.00 223.00 643.60 84.55 18.03 32.00 9.39 7.61

4 Chan 223.00 232.00 205.99 42.95 18.31 10.24 8.59 4.80

v~v .fO 711 ,11 b, jS-" Pi I '",-",,---~. :;, /5 /'/l Ifl),<l (~

') 0 ~-YIL PC o~ ~f\'rA' ~/r 0 r ~r~ v.~e

Plan' Plan02 Lily Bay Stream Lily Bay Stream RS' 1040 Profile' 050

E.G. Elev (ft) 126.54 Element Left 08 Channel Right 08 Vel Head (ft) 0.14 WI. n-Val. 0.120 0.030

W.S. Elev (ft) 126.40 Reach Len. (ft) 24.00 24.00 24.00

Crit W.S. (ft) 120.72 Flow Area (sq ft) 52.54 664.23

E.G. Slope (fllft) 0.000216 Area (sq ft) 350.48 664.23 950.58

o Total (cfs) 2013.00 Flow (cfs) 30.90 1982.10

Top Width (ft) 410.98 Top Width (ft) 99.38 79.00 232.60

Vel Total (ft/s) 2.81 Avg. Vel. (fils) 0.59 C2.9]: ---~ ...... ~ ... ,.., .. ",

Max Chi Dpth (ft) 10.20 Hydr. Depth (ft) 5.84 (8.41 ,~--Cony. Total (cfs) 137088.3 Cony. (cfs) 2104.4 134983.9

Length Wtd. (ft) 24.00 Wetted Per. (ft) 9.03 79.92

Min Ch EI (ft) 116.20 Shear (Ib/sq ft) 0.08 0.11

Alpha 1.11 Stream Power (Ib/ft s) 0.05 0.33

Frctn Loss (ft) Cum Volume (acre-ft) 0.15 2.13 0.41

C & E Loss (ft) Cum SA (acres) 0.10 0.41 0.20

Contraction Scour

Left Channel Right

Input Data

Average Depth (ft): 1.87 8.02 3.70

Approach Velocity (ft/s): 0.30 3.14 0.48

Br Average Depth (ft): 10.24

BR Opening Flow (cfs): 2011.21 1.93

BR Top WD (ft): 30.00

Grain Size D50 (mm): 1.00 1.00 1.00

Approach Flow (cfs): 18.35 1459.80 534.86

Approach Top WD (ft): 32.63 58.00 302.16

K1 Coefficient: 0.640

Results

Scour Depth Ys (ft): 5.85

Critical Velocity (ft/s): 2.35

Equation: Live

Abutment Scour

Left Right

Input Data

Station at Toe (ft): 198.00 228.00

Toe Sta at appr (ft): 225.00 268.00

Abutment Length (ft): 113.40 261.30

Depth at Toe (ft): 11.40 10.00

K1 Shape Coef: 0.82 - Vert. with wing walls

Degree of Skew (degrees): 110.00 90.00

K2 Skew Coef: 1.03 1.00

Projected Length L' (ft): 43.60 306.20

Avg Depth Obstructed Ya (ft): 3.40 3.70

Flow Obstructed Oe (cfs): 269.90 618.60

Area Obstructed Ae (sq ft): 147.00 1145.80

Results

Scour Depth Ys (ft): 10.15 33.01

Oe/Ae = Ve: 1.84 1.84

Froude #: 0.18 0.17

Equation: Froehlich HIRE

Combined Scour Depths

Left abutment scour + contraction scour (ft):

Right abutment scour + contraction scour (ft):

--

---

T¥LININTERNATIONAL

kEL -I~ '15 -/1

Job No.

Designer:

(2 Checker: Il

Sheet: j of

Grid: 1110"

,

+ CDI/0 ~ --V,

"-

'J I - J~ Uvv ; lJepfh, ) M,1\r\. ~ /5 Ot- kr-~d~e (')(C. 104D) i

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11

80

o 100

Bridge Scour RS = 1000

B~J J Ie,. 'J~--~---+",--}r'-- -~...:....;.=--+---:-\..- a ,-:: II ~ a

Bor:: II Z _ (J

\

)/ .......... -I

300 400

Station (ft)

500

Legend

WSQ50 •

Ground ... I neff

• Bank Sta

Contr Scour

Total Scour

Documents

1ZI Full POA D A ••• • MaineDOT Plan of Action (POA) Report · Scour Countermeasures Plan View Showing Location of Scour Holes, Debris, etc. Post Flood Documentation Field