FY21_GPMT0311_Rtn-FC InspRpt.pdf

Bridge Name: Sun River Bridge

NBI Structure#: MTA-SR-001

Table of Contents

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Structure Information .................................................................................................................................................................................................... I

Inspection Information

Bridge Description

Structure Data and Properties

Report Approval

Location Map

General Site Information

Bridge Elevation - Upstream Face (Looking Downstream)

Bridge Elevation - Downstream Face (Looking Upstream)

Critical Findings

Critical Finding Plan of Action

Structural Evaluation Summary (SES)- Non-Fracture Critical Members

Table I: Gap Measurement Between Top Plate of Roller Bearing and Concrete Abutment ................................................................................. I I

Table 2: Non-Fracture Critical Superstructure Deficiencies .................................................................................................................................... I I

Fracture Critical Inspection Summary

Table 3: Fracture Critical Member Deficiencies

Inspection Report UPDATES Summary

Additional Inspection Notes and Deficiencies

Condition Ratings Defined

Deck Condition

Superstructure Condition

Substructure Condition

Channel and Channel Protection Condition

Culvert Condition

Scour Critical Bridges

Traffic Safety Rating Codes

Waterway Adequacy

Approach Roadway Condition

Approach Roadway Alignment

Structure Load Rating

Structure Inventory & Appraisal (I of 2)

Structure Inventory & Appraisal (2 of 2) .............. .'

Photographs

Inspection Date: 9/28/2021 Responsible Office: Montana Area Office

Condition Ratings Defined Condition Rating Codes for Items 58-62 _ _ � Not Al!�licable _ __j 3 T

T erious Condition - Loss of section, deterioration, spalling, or

__2_ Excellent Condition

• sc?ur have serio�sly affe�ted primaD'. structural components .. Local

8 Very Good Condition_ Isolated I failures are possible. Fatigue cracks m steel, or shear cracks m minor problems. 1 concrete may be present. ·- - Good Condition - Some minor problems.

Satisfactory Condition - Structural elements show some minor deterioration. ·-- - --

Fair Condition - All primary structural elements are sound, but may have minor section loss, cracking, spalling, or scour.

Poor Condition - Advanced section loss, deterioration, spalling, or s�our.

! 1;

I i

Critical Condition - 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. - "Imminent" Failure Condition - Major deterioration or section loss present in critical structural components, or obvious vertical or horizontal movement affecting structure stability. Bridge is closed to traffic, but corrective action may return structure to light service.

Failed Condition - Out of service; beyond corrective action.

Condition Rating Code E uivalents for Sub-Com onents i

G = Good 7-9 F = Fair 5-6 P = Poor 0-4 . N = Not A Rlicable I UNK = Unknown

- l58 Deck Condition 4 - Poor - ·-·- ·-·--· -� �·-·- - -- -

1. Deck

2. Expa1_!:sioE_Loi_��s

3. W eari_!!g �urfa�e

1 4. .!3-i.9ei1bi_!i.!Y_ _

5. Curbs, Sidewalks, and Median

6. Parapets and/or Railing 7 .:_ Drains and Drainage

8. Utilities

9. Deflection and/or Vibration

10. Other

_ _ P_--< Notes (with Sub-Component Number):

N 5 8 .1: The deck slab consists of pre-cast concrete panels that are l· .. ; in good condition but are not mechanically attached to the bridge.

N 58.4 & 58.9: The pre-cast concrete panels experience movement --+-P---< when vehicles travel across these panels.

N 58.6: The bridge guardrail is the top chord of the truss system.

N -P ---, This condition is not desirable to have a compression member of

+---N ---, the primary system subject to vehicle impact.

[59 - 7 &Ip-;r-;tructure Co!_lditi� � _ -=-=-� _- Poor _

1. �e�i1!:_g Devices } !' Notes (with Sub-Component Number):

2. Girders or Beams N - 59.1: See Note 4. in the Structural Evaluation Summary (SES) -

3. Arches or Slabs N Non-Fracture Critical Members.

4. Floorbeams and Stringers F 59.4 & 59.9: Floor beams/stringers are unbraced the full length.

5. Trusses F 59.5: Overall, truss members are in satisfactory condition with

6. Dia hragms and B�ac�ng F . minor structural deterioration due to light corrosion. Some

7. Pai1_!:t _ P members are bent likely from impact damage during a flood in

8. Connections or Welds F 1964.

9. Deflection and/or Vibration P - -·-

10. Alignment

11. Other

F N

59.6: Some diaphragms and bracing members are bent.

59. 7: The paint is essentially non-existent.

59. 8: Connections are in satisfactory condition with light corrosion on most. The connection of L3A has more severe corrosion. Some connections have missing or loose rivets/bolts.

59. 10: Slight horizontal distortion in some locations.

Inspection Date: 9/28/2021 Responsible Office: Montana Area Office

60 1 Substructure Condition Abutments - - -- --

T

3 - Serious

I

I. Breastwalls or Columns ______ J Notes (with Sub-Component Number):

F _ 60.x: See Note 7. in the Structural Evaluation Summary (SES) - N ] Non-Fracture Critical Members. 2. Piles ---- ---- -- -

3.

4.

5.

Caps and/or Bearing���!_ll Backwalls and/or Bulkheads Foundations -·- -----

6. Wingwalls

7. Weep Holes

8. Expansion Joints

9. Erosion and/or Scour

10. Settlement or Deflection JL_§lope Stability or Protection

12. Other Piers -

13. Walls and/or Columns

14. Piles --- - ·

15. Caps and/or Bearing Seats

16. Foundations

17. Erosion and/or Scour -···

18. Settlement or Deflection

19. Other - ----· -p ---· ··---- · 1 p

G ·- F N N F G

N

N ·- Notes (with Sub-Component Number):

F 60.13 & 60.15: See Note 7. in the Structural Evaluation N Summary (SES) - Non-Fracture Critical Members.·-·- F G

G G

N

[ 61 1 Channel and Channel Protection Condition 1 8 - Very Good I-·· - ---- • ·-- -----· - --- -·· I. �ignment _2._ • Notes (with Sub-Component Number):

2. Erosion and/or scour G l· Channel Prot�c�!Ol! -� ]

4. :±1 ate�ay Obstructio�_s _ _ _ __ G

G _ l5. Adequacy of Opening

16. Streambed Comp_osition _____ --+--_G_

7. Other N j

62- , -Culvert c-;-�dition -- l N·- N� App1icabl;-

1. Barrel(s) _ ___ [ �- --J Notes (with Sub-Component Number): ------

2. Footings ____ _ _ __

• N

3. Headwalls N

--�---<4. Wingwalls __ !

N _

5. Debris andioc Silt i N

6. Erosion and/or Scour N

7. Settlement and/or Deflection .... _ �--�

8. Alignment • N

9. Adequacy of Cover

] N

__ 10. Para1zets and/or Railing N

11. Roadway Surface -=-1- N

12. Other N

I

I

I

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Scour Critical Brid es Every bridge should have a scour evaluation report on-file that documents the code for Item 113 - Scour Critical Brid�� _Every routine ins ection should verify that th� Item _J U co�� is still valid.

Item Current Valid? 1

Notes Rating (Yes/No)

113-Scour An Underwater Inspection Report took place in October of 1 2018. A scour screening report was generated and finalized by

Michael Sixta on 08/05/2020. Critical Bridges 2 Yes

Traffic Safety Rating Codes 0 - Does not meet standards or a safety feature is �!}ired, and none is �rovided _ - --

_lli!!! - ---

36A -Bridge Railing 36B -Transitions 36C -Approach Guardrail 36D -�pproach 9uardrail Ends

Waterway Ade uacy

Rating

1 - Meets currently ' N - Not applicable or a safety _ �plicable standards_ J _ feature is not requireg _

Poor system due to it being part of the truss structure.

Substantial improvements should occur.

Substantial improvements should occur.

J Does no! exist_._

See Coding Quide for a description of each rating code Hem Rating_ � 71-W_?te__J'.'way Adequacy _ 9

I l 222 Appr�;ch_�oadway Condition _ _ ---=-�{--Poo!

- 1

I. A proach Slab �_J Notes (with Sub-Component Number):

2. Relief Joints __________ __N __ 222.3: The left abutment approach has wood decking that is

3. Surfacin _! J deteriorating and has failed in some small, localized areas.

4. Erosion ----·- �- J 222.4 & 222.5: Substantial loss of subgrade material below the

5. Settlement � _J concrete jersey barriers at the left (north) approach has been noted

6. Signs ! 4 in the past and continues to deteriorate in stability.

7• Other . 222.6: See outstanding recommendations in the Recommendations and Estimated Costs table.

I Approach Roadway Alignment 8 No speed reduction required when approaching structure --- 6 Minor speed reduction requir�<! when approaching structure 3 -�ubstantial speed reductio� r�quired when app�achin��ctur_e _

* Interpolate between defined values when necessary

Item

� Rating� Notes_ 72 -Approach Roadway , 3Alignment

Sharp curves at both approaches.

r -i Structure Load Rating

Load Rating Details Design Loading Level:

Date of Load Rating Calculation:

Load Rating Method:

� Does Structure Require Load Posting?

Load Rating Controlling Member:

Load Rating Notes/Summary

Load Posting/Rating Evaluation Yes/No/NA

Is Load Posting Properly Installed ( when Yes required)?

Does this structure require a revised load No rating?

Load Posting/Rating Evaluation

Unknown 2/13/2018

ASR

Yes

Inspection Date: 9/28/2021 Responsible Office: Montana Area Office

I Load Rated By: I Tim Lannen, P.E., S.E.

Moment in longitudinal stringers.

Notes !

Design Rating Inventory Rating Factor (RF) Operating RF

HS-20 0.13 0.20 --- - - - ---.

HL-93

Legal Rating Inventory Rating Factor (RF) ______ Operating RF - �-=7 Type 3 --- -- Type 3S2 Type 3-3

Notional Rating Load (NRL)

SU4 - -----·

SUS -- -

SU6 --

SU7 --·-·

EV2

EV3

Required Load Posting

0.20 0.22

- --- r- -

0.29 ---- ;- -··

0.32 --·-· - - - ---- - - -- ----·· -· - ---- --- --··---�

0.30 .. ______

0.18 - - 0.18 0.17 0.20

0.43 - ---- -- -

0.26 0.26- 0.26 0.33

- _____ J ----1

I I ·--

I

Posting I MBE Year and MUTCD Sign I Notes I I Magnitude governing Equation Type I '

I Operating Rating Factors are below 1.0, !

5, 8 and 10 Tons I 2011 MBE equation R12-5 I therefore per Montana Department of

I 6B.4.1-1 I Transportation, the bridge should be posted _j__ __ -- 1 at Inventory Level.

NBI Structure #: MT A-SR-00 I

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Structure Inventory & Appraisal (1 of 2)

Bridge Name: SUN RIVER BRIDGE

NBI Number: MTA-SR-001

Last Inspection Date:

RBI Number:

09/2021

GPMT0311

Type 1 Bridge Structure Inventory & Appraisal

STROCTO'RE IDENTIFICATION

205 - USBR Region:

201 - Area Office:

202 - Structure Name, B - Structure Number:

20 - Toll: 3

5 - Missouri Baain

KB/ART-Montana Area Office

SUN RIVER BRlDGB

MTA-SR-001

21 - Maintained By, 2 5 - Other Local Agency

Primary Operating Entity: Greenfields Irrigation District

22 - owner, 69 - BOR

26 - Punctional Claeeification, 9 - Rural Local Road

27 - Tear Built, 1916

106 - Year Recon■tructedt 0000

37 - Historical Significance: 2 - Eligible for NRHP

100 - STRAHNET Highway, 0 - The inventory route is not a

STRABNBT route

102 - DirectiOI1 of Traffic: 3 - one lane bridge for 2-way traffic

104 - NBS Route t O - :Inventory route is not on the National Highway Syatan (NHS)

1 - State Coda: MT

2 - Highway Agency District, 00

3 - County Code , 4 - Place Code:

Lewis and Clark County

5 - Inventory Rout• at1 b1 6 Cl 8 d: 00000

6A - Peaturea :Interaecteda Sun River

68 - Critical Pacility fil.dicators

7 - Facility Carried: PismrnN ROAD

9 - Location, 19 miles NW of Augusta

10 - Rte. Min Verticle Clearance, 99.99000000

11 - �ilometer (Mile) Point: 0

12 - Baae Highway Network: 0

13 - LRS Inventory Route, Subrouter

112 - NBIS Bridge Length: Tea

., 0

110 Designated National Net, O - The inventory route is not part of the national network for trucks

STROCTIJRB DESCRIPTION AND DBClt TYPE

43A - �d of Material/Design, 3 - Steel 44A Approach span Naterial/Design, 3 - Steel

43B - Type of Deaign/Conatructiont 10 - Truss Thru 44B - Approach Span Deeign/Conatruction, 2 - Stringer/Multi beu, or Girder

45 - Number of Spana in Main unit, 2

46 - Number of Approach Spana, l

48 - Length of Naximum Span 1 110

49 - Bridge Length: H9.67

90 - Inapection Date1 09/2021

91 - Designated Inspection Frequency: 24

232 - Team Leaders

233 - Reviewers

234 - Approvert

Gary Graaael

Jacob Noland

Gary Grassel

107 - Deck Structure Type: 2 - Concrete Pr.cast Panela

108A - Type of Wearing Surface, 0 - Nona (no additional concrete thickness or wearing surface is included in the bridge deck)

108B - Type of Membrane, O - None

1oec - Deck Protection, o - None

INSPECTION DATES

92A - Practure Crititcal Inspections Y24

93A - Fracture Critical Date: 09/2021

92B - underwater Inspection, Y60

93B underwater Inapection Date: 10/2018

92C Other Special I:nspection1 N

93C - Other Special :Inspection Date 1

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Structure Inventory & Appraisal (2 of 2)

LOAD RATING AND POSTINGS

65 - J:nventory Rating Method: 2 - Allowable Stress (AB) in Tons

63 - Operating Rating Method, 2 - Allowable Stress (AB) in

Tons

64 - Operating Rating: 7

66 - J:nventory Rating:

31 - Design Load:

41 - Structure Status s

70 - Bridge Posting, C - Other

P - Posted for load

0 - > 39.9, below

GEOMETRY TRAFFIC AND NAVIGATIONAL DATA

16 - Latitude, 17 - Longitude , 19 - Detour Length, <l7.61946200

-112. 69202000

2BA - Lanes on Structure, l Lane

2BB - Lanes under Structure, O Lanes

42A - Type of Service on Bridge: 1 - Highway

42B - Type of Service 'Under Bridge, 5 - Waterway

ADT: 30

30 Ytiar of ADTa 2015

114 - Future ADT, 33

Year of Puture ADT, 2041

Average Daily Truck Traffics

103 - Temporary Structure Designations

32 Approach Roadway Width, 13.5ft.

47 Total Horizontal Clearance, 13 .33ft.

51 Bridge Roadway Width, 13ft.

52 - Deck Width, out-to-out 13.33ft.

33 Bridge Median, O - No Median

34 - Skew, O

35 - Structure Plareds O -Width of structure does not vary

50A Left Curb/ Sidewalk Width, Oft.

SOB - Right Curb/ Sidewalk Width: Oft.

53 - Vert Clearance over Roadway, 99.99ft.

54A - Reference Peature (Vertical), N

54B - Minimum Vertical 'Ullderclearance, ft.

SSA - Reference Feature (Lateral) t N

55B - Min Right Lateral. Underclearance, 56 - Min Left Lateral 'Underclearance, 101 - Paral.lel Structures N - No parallel structure exists.

CONDITION AND APPRAISAL DATA, PROPOSED IMPROVEMENTS, AND COSTS

58 - Decks 4 - Poor

59 - Superstructures 4 - Poor

60 - Substructure, 3 Serious

61 - Channel/ Channel Protection, e - Very Good

62 CUlverts, N - NA

�22 - Approaches, 4 - Poor

36 - Bridge a. Railings, b. Transitions, c. Approach Guardrail, d. Approach Guardrail Bnds a, O - Not Acceptable bi O - Not Acceptable cs O - Not Acceptable ds O - Not Acceptable

72 - Approach Road-y Alignment, 3

230 - RemarksResponsible Load Raters Tim Lannen

71 - Waterway Adequacy, 9 - Bridge deck and roadway approaches above flood water elevations (high water).

Chance of overtopping is remote.

113 - Scour Critical Bridgesi 2 - Bridge is scour critical; field review indicates that extensive scour has occurred at bridge foundations. Immediate action is required to provide scour coUDtermeaaurea.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 1: Bridge Elevation_ Looking Upstream

Downstream face of the bridge from the right abutment. (Photos taken by Gary Grasse!, Anellise Deters, and Jacob

Noland on September 28, 2021)

Photo 2: Bridge Elevation_ Looking Downstream

Upstream face of the bridge from the right abutment.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 3: Left Abutment Approach_ Looking (SW)

Missing object marker on the downstream left approach, see recommendation 2017-2-C.

Photo 4: Right Abutment Approach_ Looking (NE) li('t1 D:--.t llll!_ll

NBI Structure #: MT A-SR-00 I

Photographs

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

FLOW

Photo 5: Left Abutment Elevation Underside of Bridge Deck_ Far Side

FLOW

Photo 6: Right Abutment Elevation Underside of Bridge Deck_ Far Side

Photographs

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photo 7: Waterway/Channel_ Looking Upstream

Photo 8: Waterway/Channel_ Looking Downstream

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 9: Bridge Deck Driving Surface Looking Toward Right Abutment _ Far Side

Photo 10: Abrupt Transition on Left Abutment Approach

There is approximately a 3" vertical lip on the left abutment approach transition. There is also a horizontal gap between the approach to the concrete transition that is approximately 3" horizontally (change from 2 1/8" in 2019). See Photo 10 from the 2019 Bridge Inspection Report.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 11: Upstream Edge of Left Abutment Approach

Hole in approach timber, see recommendation 2017-2-D. The hole is not in the driving lane, therefore is not an immediate concern. Similar to Photo 1 1 from the 2019 Bridge Inspection Report. Left photo is from below deck.

RAB

Photo 12: Upstream Right Abutment Roller Bearing - Interior

Looking at the interior side of the right abutment upstream roller bearing. The interior anchor rod has sheared off at top of plate, and the rollers are covered in debris, preventing movement of the rollers. The right roller is off the bearing plate. Similar to Photo 12 from the 2019 Bridge Inspection Report.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 13: Upstream Right Abutment Roller Bearing

Drainage should be rerouted away from the right abutment bearings to prevent further debris deposits, see recommendation 2020-2-A. Similar to Photo 13 from the 2019 Bridge Inspection Report.

Photo 14: Downstream Right Abutment Roller Bearing

Interior face of the right abutment roller bearing. The interior anchor rod has sheared off (see arrow pointing to the failed anchor rod), and the rollers are covered in debris, preventing movement of the rollers. The roller is also located off the bearing plate on the side nearest to the backwall. Similar to Photo 14 from the 2019 Bridge Inspection.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 15: Approach Pier 1 on Downstream Face of Left Approach Side

Deteriorated pier. Note exposed reinforcing steel in several locations. Appears to be in the same condition as the previous inspection. This should be replaced as soon as possible. Similar to Photo 9 in the 2019 Bridge Inspection.

Photo 16: Left Approach Foundation Wall (P2)

Steel stringers bear load on the Pier 2 wall with no positive connection to the concrete wall. Similar to Photo 16 in the

2019 Bridge Inspection. Note the holes in the wood deck.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 17: Downstream Face of Right Abutment Erosion

Erosion adjacent to the right abutment approach. (See Photo 17 in 2019 report)

Photo 18: Diagonal Crack on the Upstream Right Abutment Wingwall

The arrow indicates the crack and location where adjacent photo with crack gauge was taken.

Photographs

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photo 19: Downstream Face of the Left Abutment

The riprap placed behind P2 is adding a substantial lateral load to P2 and P 1, that could lead to failure of the left abutment approach span, see recommendation 2017-2-B. Notice the jersey barriers leaning on the guardrail system on the bridge deck. Similar to Photo 30 in the 2019 Bridge Inspection.

I

Photo 20: Downstream Right Abutment Wingwall

Crack along the wingwall. The green arrow indicates the crack and location where adjacent photo with crack gauge was taken.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 21: Downstream Edge of Left Approach

Hole in the approach roadway at downstream approach railing. Concrete jersey approach railing has continued to drastically settle. See Photo 3 as well.

Photo 22: Left Approach

The timber decking has failed in a portion of the approach decking. The hole is approximately 21" long. See Photo 16 for a photo from underneath the deck.

Photographs

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photo 23: Pier 3 Looking Slightly Upstream

Poor consolidation and concrete deterioration. This is a typical condition of original concrete construction.

--\IJ [)--.( L1(15-

Photo 24: Upstream Pier 3 Bearing

Cracking in the concrete.

Photographs

Right Approach

ONE

LANE

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photo 25: Right and Left Approach Signs

The left approach is missing the speed limit, one lane bridge, and curve sign.

Photo 26: Downstream Right Bearing

The blue arrow indicates the measurement taken in Table 1: Gap Measurement Between Top Plate of Roller Bearing and

Concrete Abutment. The measurement shown is from 2019. The red line indicates the approximate location that has been marked with a permanent marker.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Web member below joint USA

Photo 27: Common Diagonal Web Member at Concrete Deck Panel

Concrete deck panels have pushed up against superstructure web members. Flexure and structure vibration is causing steel members to cut into concrete decking. Panels shall be moved away from superstructure members.

Photo 28: Upstream Node UlA

Several locations that previously had rivets missing from connector holes had ¾" diameter A325 bolted connections installed where accessible.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

Photo 29: Defect #10 _ Upstream Node L2B Looking Toward LIB

Significant out of plane distortion likely from debris impacting the bottom chord during the I 964 flood.

Photo 30: Defect #4 Member L4B to USB

Primary truss web member L4B-U5B that shows significant deformation in the upstream directiqm. This member is considered to be a tension member, however, when debris impacted the bottom chord during the I 964 flood this likely induced compression forces into the member and thus distorted the member out of plane.

Inspection Date: 9/28/2021

Responsible Office: Montana Area Office

Photographs

.,'\ I (,IJ I �-

:aa:,.,-...., ___ -.,,,u.s_ .... -.. - ;.,.-. ----·,.,_

Photo 31: Defect #1 _ Upstream Node L6B

Note the missing rivet in diagonal web member connection. Hole is not present in gusset plate to permit installation. The second missing rivet mentioned in Table 3 is in the far gusset plate with the blue arrow.

Photo 32: Node L7A Common Condition at a Few Locations

Occasional locations have a bolt installed in the place of a rivet. This likely occurred during the erection process to initially connect members prior to the rivet process.