Arlington Avenue Bridge, North

8/18/2019 Arlington Avenue Bridge, North

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001 / 2 General Notes- Bridge inventoried from south to north. This is a routine underwater inspection. Only Abutment 2, Piers 1 and 2,and the channel elements were observed during this inspection.

012-38

/ 2 Reinforced Concrete Deck/Slab 9211 sq ft 6517 1820 621 253

**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

General Cracks and Spalling- Cracks to 1/32" wide, with isolated cracks 1/8" wide, with light to moderate efflorescence, with associated areasof incipient spalling/delamination to 2' L x 1' W occur along deck soffit.- Transverse cracks to 1/32" wide, with isolated cracks to 1/16" wide occur along west and east overhangs beneathsidewalks.- Numerous spalls/incipient spalls/delamination measuring to 12.5' W x 6.5' W with exposed and corrodingreinforcing steel.- Widespread leakage damage with associated delamination occurs in Bay 4 particularly and other bays of all threespans

Notable cracking and spalling identified below:

Span 1- Spall measuring 14" H x 21" L x 1" D with no exposed rebar occurs along west deck fascia- Spalls measuring to 3' L x 5" W x 2" D spall, with exposed and corroding reinforcing steel occurs along soffit withassociated cracks to 1/16" wide near Pier 1, Bay 5.- Exposed and corroding reinforcing steel due to low coverage area measuring 8' L x 6" W occurs in Bay 6 panels1, 2, and 3.- Incipient spall 5' L x 2.6' W near Abutment 1, Bay 7.- Leakage scale damage with associated moderate efflorescence occurs in Bays 8-10 soffits.- Bay 4 panels exhibit areas of spalling/deterioration along the widening joint.

Span 2- East overhang in Panel 1 exhibits cracking to 1/16" w, delamination, open incipient spalling over the entire areato 12.3' L X 4'3" X 1-1/2" D with exposed rebar up to 20% section loss.- East overhang in Panel 2 exhibits delamination, incipient/open spalling to 11.1' L X 6.3' W X 4" D with exposed

and corroded rebar at areas of utility embedment.- Spall measuring 1' W x 1' L x 1-1/2" D, with no exposed steel, occurs along lower southwest edge of westoverhang.- Spall/incipient spall measuring 4' L x 3' W x 2" D occurs in Bay 5.- Spalls measuring 2' L x 20" W x 4" D with exposed and corroding reinforcing steel occurs in Bay 6 near Pier 1and 2.- Longitudinal and transverse cracks to 1/32" wide, with efflorescence, occur in Bay 8, 9 and 10- Poor material consolidation measuring 2' x 3' occurs near Pier 2, Bay 9.

Span 3- Right overhang at Panels 1, 2, 3 exhibit areas of delamination, incipient & open spalling at utility pipe embedment

Elem/Env Element Description UOMQuantity Qty1 Qty2 Qty3 Qty4

Bridge Number B1532

ARLINGTON AV Over TRUCKEE RVRBridge Location

Inspection Date 09/19/2015

Element Condition Values


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up to 12.1' L X 2.5' W X 4" D in Panel 1 with exposed and corroded rebar up to 5% section loss.

110 / 2 Reinforced Concrete Girder/Beam 1342 ft 949 353 30 10**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

General- Shear cracks to 1/64" wide occur along original girders.- Exposed uncorroded reinforcing steel occurs in area of honeycombing.- A concrete finish was previously installed on original girder lines 5 and 6, which is exhibiting intermittent incipientspalling in various locations up to 5" diameter X 2" D.


Span 1- Shallow spalls occur along Girders 4 and 5- Spalls, with some areas exhibiting exposed and corroding reinforcing steel, and separation along the sidewalk

juncture, occurs along the upper east face Girder 11- Incipient spall measuring 5" H x 4.1' W occurs along upper west face at one-third span of Girder 11 .

Span 2- Vertical (flexural) cracks to 1/64" wide occur along Girders 1 through 6.

- Spall measuring 1' L x 6" W x 3" D spall, with two sections of exposed and lightly corroded reinforcing steel, withassociated delamination and longitudinal cracks to 1/32" wide occur 6' south of Pier 2 along Girder 5, and adelaminated patch approximately 10' north of Pier 1 up to 2'L X 1'2" W.- Girder 6 right edge in Panel 2 exhibits spalling up to 11" H X 3" H X 3" D, no exposed rebar.- Two shallow spalls, with exposed and corroding vertical reinforcing steel occur in the area of Panel 2 on Girder 6.- Inadequate cover exposes lightly corroded reinforcing steel to 6" long along north end of Girders 7 and 8.- Open spall to 3'7"L X 5" H X 4" D with exposed reinforcing steel up to 5% section loss occurs at the junction withthe deck on Girder 11.

Span 3- Numerous spalls measuring to 1' 2" H x 1' W x 2" D, no exposed rebar on the west face of Girder 5.- Numerous spalls/incipient spalls measuring to 13' L x 6" W x 2" D with exposed and corroding reinforcing steelalong Girder 6.

- Two areas of honeycombing, each with exposed and corroding reinforcing steel, due to insufficient cover occur near pier 2 and near intermediate Diaphragm 1 along Girder 10 .- Spall measuring 1'3" H x 5'6" L x 4" D, with exposed and heavily corroding sections of reinforcing steel with up to10% section loss, with associated incipient spalling and delamination measuring 72" L x 18" H occurs near

Abutment 2 along east face of Girder 11.- Edge spalling exhibited along Girder 8 up to 7" L X 6" H X 2" D, no exposed rebar.

210 / 2 Reinforced Concrete Pier Wall 131 ft 0 123 8- Pier 1 exhibits three 1/8" wide vertical cracks mirrored on both the north and south faces located either below agirder or along a widening construction joint (refer to Photo 8).- The original section of Pier 1 (mid portion) exhibits heavy scaling typically 1-1/2" deep with a maximum of up to 3"


Bridge Number B1532





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deep that extends from 5' below the cap down to the channel bottom. In addition, there is a general softening of theconcrete for the full pier height.- The original section of Pier 1 (mid portion) exhibits a horizontal seam of section loss that measures 5" H x 30" L x10" D along the north face with no exposed reinforcing steel.- The original section of Pier 1 (mid portion) exhibits an area of section loss that measures 4" H x 5' L x 5" D alongthe south face with no exposed reinforcing steel (refer to Photo 9).- The east extension of Pier 1 exhibits heavy scaling typically 1" deep with a maximum of up to 1-1/2" deep on bothfaces from 4' below top of cap down to the channel bottom.- The original section of Pier 2 (mid portion) exhibits two vertical cracks that are mirrored on both the north andsouth faces, typically located either below a girder or along a widening construction joint (refer to Photo 10).- The north face of the east extension of Pier 2 exhibits an area of section loss that measures 6" H x 18" L x 2" Dthat is located 8' upstream of the downstream nose approximately 2' up from the channel bottom. - The east extension of Pier 2 exhibits heavy concrete scaling typically 1" deep with a maximum of up to 1-1/2"deep on both faces from 4' below top of cap down to the channel bottom (refer to Photo 11).

215 / 2 Reinforced Concrete Abutment 151 ft 51 70 30- Abutment 2 exhibits four vertical cracks, two on the east extension and two on the original abutment wall (midportion), that are up to 1/8" wide and span full height of the abutment.- Both the original abutment (mid portion) and the east extension of Abutment 2 exhibit heavy concrete scalingtypical 1/2" deep with maximum penetrations of up to 3/4". Scaling is located from 3' below the cap and extendsdown to the channel bottom.- Abutment 2 exhibits an additional area of heavier concrete scaling located below the concrete outfall at the eastextension. Scaling is typically 1/2" deep with maximum penetrations of up to 1" deep.

- Abutment 2 east extension exhibits an area of honeycombing (poor consolidation) that measures 8" H x 24" L x 2"D located 2' above channel bottom (refer to Photo 13).- 04/15/2015 Inspection Note: Spalls measuring to 3.5' H x 2' W x 4" D, with exposed and corroded reinforcing steeloccur along Abutment 1 backwall, particularly in Bays 4, 5, and 10, with up to 25% section loss in Bay 10.- 04/15/2015 Inspection Note: Heavy spalling to full width X 10' L X 3" D, with approximately 50 sqft of badlydeteriorated concrete, exposed and severely corroding reinforcing steel with up to 25% section loss, occur beneathBay 10 at Abutment 2 within stormdrain box culvert outlet . Roof of the storm drain box culvert has partiallycollapsed.

220 / 2 Reinforced Concrete Pile Cap/Footing 4 each 2 2- Exposed footings at Piers 1 and 2 (along original mid portion of piers) exhibit heavy concrete scaling throughouttypically 1" deep with random areas of heavier section loss along the footing corners that are up to 3" deep.- The Pier 2 footing exhibits an area of failed concrete repair along the south face.

- Exposed footing at Abutment 2 (along original mid portion of abutment) exhibits heavy concrete scaling typically1" deep with random areas of heavier section loss along the footing corners that are up to 3" deep from top of footing down 1'.- Refer to Element 690 for footing exposure measurements.

234 / 2 Reinforced Concrete Pier Cap 128 ft 45 75 8**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

- Exhibits vertical cracking to 1/16" w, some to 1/8" wide, typically beneath the girders and along widening


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construction joints.

331 / 2 Reinforced Concrete Bridge Railing 243 ft 90 135 10 8**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

Vertical cracks to 1/8" wide, with isolated areas of incipient spalling occur along east concrete bridge railing.

Horizontal 1/32" cracking 4" from the top of bridge railing running the entire length of Span 2 and partially alongSpans 1 and 3.

Vertical cracks to 1/2" wide on northeast and southeast concrete railing end post, spalls/incipient spallingmeasuring to 1' H x 1' W x 2" D occur along bridge railing end posts.

Spall measuring to 9" H x 6" W x 1/2" D occur along inboard face of west concrete bridge railing in Span 3.

Scale damage to 1/2" deep occurs along lower 4" of west bridge railing.

510 / 2 Flexible/Semi-Rigid/Rigid WearingSurfaces

9211 sq ft 8965 10 236

**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTION

REPORT.**

Deck exhibits isolated cracks to 1/16" wide, some up to 1/4"w.

The wheel paths of the northbound lane at Abutment 1 exhibits 1" depression.

517 / 2 Graffiti 1 lumpsum

0 1

- Graffiti is present along the abutment backwalls and at Piers 1 and 2.

605 / 2 Concrete Curbs 244 ft 167 75 2**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTION

REPORT.**

Vertical cracks to 1/32" wide occur along concrete curbs.

The southeast end of the curb exhibits spalling to 1'8" L X 6-1/2" W X 9" H with exposed and corroded rebar with upto 50% section loss.

620 / 2 Concrete Sidewalks 244 ft 118 4 82 40**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**


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Longitudinal crack to 1/8" wide occurs intermittently along entire length of east sidewalk and southeast approachsidewalk, some up to 1/2" w.

Shallow spalls to 6" diameter X 2"D occur at isolated locations along east sidewalk.

Section of southeast sidewalk adjacent to spalled curb exhibits incipient spalling to 1'8" square.

West sidewalk exhibits minor map shrinkage cracking, longitudinal, and transverse cracking to 1/32" w, some to1/16" w.

646 / 2 Under Deck Lighting System 3 each 2 1**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

Broken lens cover occurs on the under-deck lighting on Abutment 1.

650 / 2 Utilities 9 each 5 4**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

Utility hanger for 1 of Span 3 utility is missing a threaded rod near Abutment 2.

2" diameter utility coupler along the west fascia is loose from hangers at Abutment 1.

Damaged coupler in the 1" dia conduit near Abutment 2 on the east fascia.

Drift, debris and bird dropping are present along all utilities in all spans.

661 / 2 Reinforced Concrete Diaphragms 70 each 13 50 7**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

Vertical cracks to 1/32" wide, with isolated cracks to 1/8" wide occur on diaphragms.

Isolated spalls, incipient spalls, and delaminations occur on diaphragms.


Span 1- Spall measuring 4" Diameter x 1" D occurs along diaphragm in Bay 3- Spall measuring 1' H x 4" W x 1" D occurs along diaphragm in Bay 4- Spall measuring 4" L X 3" W X 1/2" D occurs along diaphragm in Bay 5- Vertical cracks to 1/16"W extending to 5' into the Pier 1 north and south faces occur in Bays 5, 7, 8, 9, and 10


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diaphragms

Span 2- Delaminations measuring 1.5' W x 7" H occurs on the south face of Diaphragm 2 in Bay 1.- Spalls measuring 10" L X 4" W X 1" D occurs in Bay 4 Diaphragm 2- Bay 6 diaphragm over Pier 1 exhibits spalling on fascia up to 3'1" H X 1'W X 1"D.

Span 3- Spall measuring 1'3" H X 1'W X 8" D with exposed and corroding reinforcing steel up to 5% section loss occursalong Bay 5, Diaphragm 3, which was previously used as a utility pipe insert, evident on diaphragms.

680 / 2 Reinforced Concrete Retaining Walls 232 ft 205 16 9 2- Northwest wingwall exhibits vertical cracking up to 3/16" wide extending the full height of the wingwall, withassociated edge spalling with up to 1-1/2" penetration along the Abutment 2 backwall juncture (refer to Photo 14).- 04/15/2015 Inspection Note: Widespread cracking up to 1/32" wide and edge spalling up to 7'10" L x 1'5" W x 5"D, occurs along southwest wingwall cap. Southwest wingwall cap exhibits cracking to 2" w.

690 / 2 Substructure Scour and Erosion 4 each 1 3- Maximum exposure of the footing construction at Pier 1 is 2.2' through the rocks at the midpoint of the north sideof the pier and 0.2' on the south side of the pier.- Maximum vertical exposure of the original pier footing construction at Pier 2 is 3.3' through the rocks on the northside of the pier. Along the south side of Pier 2, the footing constriction is exposed up to 9" high (refer to Photo 12).- Maximum vertical exposure of the original footing construction at Abutment 2 is 2.5' through the rocks.- There has been negligible change in the extent of vertical footing exposure since the 2011 underwater inspection,due primarily to the extensive riprap armoring at the substructure units.

694 / 2 Debris on Seats 4 each 2 2**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/15/2015 INSPECTIONREPORT.**

Heavy pigeon excrement and nesting occurs along Pier 2 seats, Bay 1 in Spans 2 and 3.

Drift, debris, and bird droppings occur along all utilities in all bays.

700 / 2 Channel Scour 1 lump

sum

1

- No significant deficiencies.

701 / 2 Channel Embankment Erosion 1 lumpsum

1


702 / 2 Channel Aggradation 1 lumpsum

1



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703 / 2 Channel Drift 1 lumpsum

1


704 / 2 Channel Vegetation 1 lumpsum

1

No significant deficiencies.

720 / 2 Concrete Channel Lining 1 lumpsum

1

No significant deficiencies.

721 / 2 Flexible/Semi-Flexible Channel Lining 1 lumpsum

0 1

- Grouted rock riprap for the south bank sidewalk is failing, the remaining grouted sections are undermined,terminating at the sidewalk retaining walls (on either side of bridge) for length approximately 50'. Opening height isup to 2.5' high with a maximum penetration of up to 12" (refer to Photo 15).

771 / 2 Asphalt Concrete Approach Pavement 1 lumpsum

1


775 / 2 Approach Roadway Embankment 1 lumpsum

1


No significant deficiencies to report.


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Waterway Measurements Referenced from:Referenced to the top of the parapet along the west (upstream) side of bridge.

DATE:

LOCATION WATERLINE MUDLINE MUDLINE MUDLINE

9/19/2015 4/15/2015 4/22/14

Abut. 1 Dry 13.0' 13.2' 13.2'

Mid-Span 1 Dry 14.9' 15.4' 15.2'

Pier 1 Dry 17.0' 16.5' 17.3'

Mid-Span 2 17.5' 18.3' 18.4' 18.4'

Pier 2 17.5' 17.8' 17.9' 17.7'

Mid-Span 3 17.6' 18.1' 18.2' 18.3'

Abut. 2 Dry 10.4' 10.6' 10.4'

NOTE: Date 04/21/10 04/25/11 09/16/11Location Mudline Mudline Mudline

Abut 1 13.1' 13.0' 13.0'Midspan 1 15.1' 14.6' 14.9'Pier 1 16.5' 16.2' 16.8'

Midspan 2 18.3' ** 18.3'Pier 2 17.5' 17.9' 17.3'Midspan 3 18.0' 19.4' 18.1'

Abut 2 10.5' 10.4' 10.2'

** Velocity and depth of the current prevented a measurement from being obtained.

Bridge Number B1532



Waterway Measurement Report


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Photo 1: West Elevation, Looking Southeast.

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Photo 2: South Approach, Looking North.

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State of NevadaDe artment of Trans ortation


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Photo 3: Overall Upstream Channel, Looking West.

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Photo 4: Overall Downstream Channel, Looking East.

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Photo 5: Overall Pier 1 North Face, Looking Southeast.

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Photo 6: Overall Pier 2 North Face, Looking Southwest.

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Photo 7: Overall Abutment 2 North Face, Looking Northeast.

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Photo 8: Typical Crack at Pier 1 North Face, Looking South.

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Photo 9: Typical Scaling and Section Loss Area at Pier 1 South Face, Looking North.

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Photo 10: Vertical Crack at Pier 2 South Face, Looking North.

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Photo 11: Typical Scaling at Pier 2 North Face, Looking South.

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Photo 12: Exposed Footing Pier 2 North Face, Looking Southwest.

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Photo 13: Honeycombing at Abutment 2, Looking North.

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Photo 14: Vertical Crack Between Abutment 2 and Northwest Wingwall, Looking North.

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Photo 15: Undermined Area at the South Bank Walkway, Looking Southwest.

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CriticalityTiming Item Code Description Units Std.UnitCost

Quantity Unit Cost Total Cost

2 - Perform action with next 1 year

1 - Minor 374011034110LINFTSeal Cracks in Concrete

Superstructure(Pressure Inject Epoxy)

Super22

•Seal 1/8”w cracking on diaphragmsNotes:

1 - Minor 109891229SQFTRemove and ReplaceConcrete SidewalkR22

•Seal sidewalk cracking >1/8” w.Notes:

2 - Major 664309173091SQFTRepair Deck/Slab

Spalling/Delamination(Full Depth)

D132

•Repair spalled and delaminated areas of deck soffit, especially the sidewalk/ overhang sections.Notes:

2 - Major 5625757575SQFTRepair Spalls inConcrete SuperstructureSuper12

•Repair spalls and delaminations in concrete beams.•Repair spalls in diaphragms.

Notes:



3 - Perform action within next 2 years

2 - Major 001--LSRetrofit/StrengthenConcrete MembersSuper33

•Consider major rehabilitation of deck and girders or even replacement of structure.Notes:

1 - Minor 25960110236110LINFTSeal Deck/Slab Cracks(Pressure Inject Epoxy)D113

•Seal ¼”w cracking on wearing surface.•Repair depression on the wheel paths of the northbound lane at Abutment 1.

Notes:

1 - Minor 6030230LINFTRemove and ReplaceConcrete CurbR13

•Repair spalling on the southeast end of curb.Notes:

2 - Major 001--LSRepair SpalledSubstructure ConcreteSub43

•Repair southwest wingwall cap spalling.•Repair spalling on abutment backwalls.

Notes:

Bridge Number B1532



Maintenance Inspection Work Items and Costs Report


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4 - Perform action when time and moneypermit

3 - Critical 0004

•Evaluate the need to repair the partially collapsing concrete roof of the storm drain located at the Abutment 2backwall.

Notes:

1 - Minor 001--LSSeal Substructure

Cracks (Pressure Inject

Epoxy)

Sub94

•Evaluate suitability for repair, and if feasible repair 1/16" wide cracks on the northwest wingwall, pier walls,pier caps, and abutment backwalls.

Notes:

2 - Major 1125751575SQFTRepair Spalled Concreteat Pier Sub34

•Evaluate suitability for repair, and if feasible repair open seams, areas of section loss, and cracks in pier walls.

Notes:

1 - Minor 489921323213LINFTRepair/ReplaceConcrete Bridge RailingD314

•Repair spalls in concrete bridge railing.•Seal vertical cracking to 1/8” w along east concrete bridge railing and vertical cracking to ½” w on northeastand southeast concrete railing end post.

Notes:

1 - Minor 001--LSRepair/MaintainUtility/Utility SupportsD364

•Replace missing threaded rod for hanger for the Bay 1/Span 3 utility.•Repair broken lens cover under-deck lighting on Abutment 1.•Repair 2" diameter utility coupler along the left fascia loose from hangers at Abutment 1

Notes:

1 - Minor 001--LSClean Debris from Abutment/Pier SeatSub204

•Clean pigeon excrement on pier seat.Notes:

1 - Minor 001--LSSubstructure Graffiti

EradicationSub214

•Eradicate graffiti on abutment backwalls, Piers 1 and 2 walls.Notes:



5 - Monitor

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1 - Minor 000--LSOther Substructure

Rehabilitation/Strengthening

Sub175

- Monitor footing scaling and vertical exposures.Notes:

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Underwater Elements Ins ected and Ins ected Fre uencElements Inspected Inspection Frequency

1 Pier 1 482 Pier 2 483 Abutment 2 48

Ins ection Procedures Used

Ins ection Results

-Perform underwater inspection of one reinforced concrete abutment and two reinforced concrete piers routinely every 48months.-Diving Mode: Water depth is shallow, perform U/W inspection by wading if water depth is


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75A. Type Of Work

2007

3 (On Free Road)

2 (2-way traffic)

9. Location

39 ° 31 ' 28.47 "17. Longitude

41. Posting Status A (Open)

0

5 (Waterway)

0 (No median)

0 (None)

44B. Appr. Span Design

11. Milepoint

RENO - N BRIDGE

0.000

60600 (Reno)

02 (District 02)329 (Nevada)

7. Facility Carried

1291. Frequency

93A. FC Inspection Date09/19/2015

30. Year of ADT

Structure Inventory and Appraisal

Bridge No.: B1532

3. County 031 (Washoe)

6. Feature Intersected TRUCKEE RVR

2. District

98A. Border Bridge Code (Not Applicable)

99. Border Bridge No.

43A. Main Span Material 1 (Concrete)

43B. Main Span Design 04 (Tee Beam)

45. No. of Spans Main Unit 3

44A. Appr. Span Material 0 (Other)00 (Other)

46. No. of Appr. Spans 0

107. Deck Type108A. Wearing Surface

48. Length Max Span49. Structure Length

34. Skew 0 degrees

50. Curb/Sdwk Width LT

51. Width Curb to Curb

32. Appr. Roadway Width33. Median

35. Structure Flared

10. Min Vertical Clearance

0

47. Horiz. Clearance

99.99 ft.

53. Min. Vert. Clearance Over

55A. Min. Lat. Underclear Right

56. Min. Lat. Underclear Left

38. Navigation Control 0 (No navigation control on waterway (bridge permit not required))

111. Pier Protection 1 (Navigation protection not required)

39. Vertical Clearance40. Horiz. Clearance

16. Latitude

N (Feature not a highway or railroad)

90. Inspection Date 04/15/2015

92A. FC Frequency

93B. UW Inspection Date

92B. UW Frequebcy 48

93C. SI Date

92C. SI Frequency

58. Deck 4 (Poor Condition (advanced deterioration))

59. Superstructure 5 (Fair Condition (minor section loss))

60. Substructure 5 (Fair Condition (minor section loss))

61. Channel/Channel Prot 7 (Bank protection needs minor repairs)62. Culvert N (Not Applicable)

67. St ruc Eval 5 (Somewhat be tter than min imum adequacy)68. Deck Geomet ry 3 (Intolerable)69. Underclearance,Vert & Horiz

N (Not applicable)

71. Waterway Adequacy 6 (Occasional Overtopping of Approaches)72. Approach Alignment 8 (Equal to present desirable criteria)

36A. Bridge Railings 0 (Does not meet acceptable standards/safety feature is required)36B. Transit ions 0 (Does not meet acceptable standards/safety feature is required)36C. Approach Guardrail 0 (Does not meet acceptable standards/safety feature is required)36D. Approach GuardRail Term 0 (Does not meet acceptable standards/safety feature is required)

113. Scour Critical Bridges 3 (Foundations unstable for scour conditions)

31. Design Load 0 (Other/Unknown)

64. Operating Rating 42.4

66. Inventory Rating 25.6

70. Posting 5 (Equal to or above legal loads)

27. Year Built 1921

106. Year Reconstructed 1967

42A. Type of Service On 5 (Highway-pedestrian)

28A. Lanes On 5

29. Avg Daily Traffic 13000

109. Truck ADT 4 %

19. Detour Length

112. Bridge Length Y

26. Functional Class 16 (Urban)

100. STRAHNET 0 (Not a STRAHNET route)101. Parallel Structure N (No parallel structure)102. Direction of Traffic

22. Owner 04 (City or Municipal Highway Agency)21. Maintenance Resp 04 (City or Municipal Highway Agency)

37. Historical Significance 5 (Not eligible)

65. Rating Method 1 (Load Factor (LF))

28B. Lanes Under

2012

8. Structure No. B1532 ARLINGTON AV

63. Rating Method 1 (Load Factor (LF))1. State Code

1510065805. Inventory Route4. Place Code

12. Base Hwy Network 0 (Inventory Route is not on the Base Network)13A. LRS Inv Route13B. Subroute No.

98B. % Responsibility

6 (Bituminous)1 (Concrete Cast-in-Place)

108B. Deck Membrane0 (None)108C. Deck Protection

RT

N (Feature not a highway or railroad)54A. Min. Vert. Underclear 54B. Min. Vert. Underclear

55B. Min. Lat. Underclear Right

116. Min Nav Vert Clear

42B. Type of Service Under

31 (Replacement)1 (Work to be done by contract)75B. Work Done By

$ 70994. Bridge Impr Cost

76. Len of Struc Impr

95. Rdwy Impr Cost $ 7196. Total Proj Cost $ 106397. Year of Impr Cost

114. Future ADT 25000115. Year Future ADT 2031

20. Toll

103. Temp Structure104. Hwy Sys Inv Route 0 (Structure/Route is NOT on NHS)105. Fed Lands Hwys 0 (Not Applicable)

110. Desig National Net 0 (Inventory route not on network)

0 ft.

3.1

61.4 ft.

0.0 ft.0.0 ft.

61.3 ft.43.0 ft.122.0 ft.5.91 ft.5.91 ft.61.4 ft.

52. Deck Width Out to Out 75.5 ft.328 ft.

0 ft.

0 ft.

0 ft.

152.55720

201. Contract Number City202. Seismic Risk203. Structure Name204. Culvert Barrel Height205. Culvert Barrel Width

206. Culvert Barrel Length207. Total Deck Area 9211 sq ft .

92A-1. FC Required92B-1. UW Required92C-1. SI Required

NYN

Last Modified: 11/06/2015

208. Last AccessRequired Inspection Date209. Access RequiredInspection Frequency

04/15/2015

12

210. Date of Next AccessRequired

04/15/2016

211. Bridge InventoryDirection

South to North

119 ° 49 ' 00.08 "

SD:FO:ERRORSufficiency Rating:

Documents

Arlington Avenue Bridge, North