bridge number i2141 - project...

001 / 2 General Notes 1 1

- This includes the "Y" portion of Spans 14 and 15 which attaches to structure I2141R. Quantities and deficienciesfor this pier cap and columns are included in this report.- Parking to access Abutment 1 and Spans 1-2 is off the right shoulder at the end of the ramp from I-15N to I-515S.- Parking to access Spans 5-9 is off the right shoulder of the I-515S on-ramp from Martin L. King Blvd.- Parking to Access Spans 12-15 and Abutment 2 is off the left shoulder of the I-15S off-ramp to US-95N & MartinL. King Blvd. just before the approach rail starts.

012-38

/ 2 Reinforced Concrete Deck/Slab 48521 sq ft 45700 2270 551

- The deck surface exhibits longitudinal cracks up to 1/32" wide spaced between 1'-3' in Spans 14 and 15,emanating from the expansion joints. The deck surface over Pier 14 exhibits transverse and diagonal cracks to1/32" wide with isolated cracks to 1/16" wide, spacing is less than 1' (Photo 8).- The deck surface exhibits impact gouges to 1' x 4" x 1".- The deck surface exhibits random depressed 6" diameter possible construction patches/core locations (Photo 6).- The deck surface in Span 3, in the center of the lane, exhibits a spalled core location to 3" diameter x 2" deep.- The deck surface in Span 5, adjacent to the yellow striping, exhibits a spall to 6" in diameter x 2" deep withexposed and corroded steel (Photo 7).- The deck surface exhibits random patches to 2' L x 3' W (approximately 70 sq. ft. of deck area) which exhibitcracking to 1/32" wide, sounding reveals no delaminations.- The deck in Spans 1-13 exhibit random cracks to 1/64" wide.- The deck soffit overhang at Pier 14 exhibits transverse cracks with light efflorescence.

104 / 2 Prestressed Concrete Closed Web/BoxGirder

1824 ft 1789 20 15

Hinges are located at Piers 5, 9, and 13.- Most access hatches exhibit evidence of leakage.- The girder webs under the deck drains exhibit water staining which could saturation and accelerate deterioration(Photo 9). Sounded indicated no delaminations.- The interior fascias of the girder webs exhibit intermittent hairline horizontal cracks near the top fillet throughout(Photo 10).- The interior fascias of the girder webs at the interface with the bottom flange exhibit blockout end segments whichexhibit two to three exposed and lightly corroded shear stirrups, construction related and most have been patched(Photos 11 and 12).- Two locations of the post tensioning conduit exhibits deformation/compression as it passes around a thrust block(Photo 13). This may inhibit complete grouting of the duct. Sounding did not indicate voids; however, NDT would berequired to verify if voids exist.- The ends of the post tensioning ducts often exhibit incomplete grout caps which expose the top three to fourstrands and in some more (Photos 14 and 15).- The girder soffit of Span 1 exhibits a delaminated patch to 1' L x 7" W at the west end near Pier 1.- The ends of the post tensioning ducts at Pier 5 exhibit coverage with pigeon guano which could acceleratedeterioration of the post tensioning strands (Photo 16).- The internal thrust block 3L in Span 5 exhibits a delamination to full width x 1' long at the location of the posttensioning ducts (Photo 17).- The internal thrust block 2L in Span 6 exhibits a delamination to full width x 6" long at the location of the posttensioning ducts (Photo 18).- The east girder web of Span 11 near Pier 11 exhibits hairline shear cracks, spacing less than 1' (Photo 19).- Girder soffit in Spans 14 and 15 exhibit hairline longitudinal cracks, minor impact scrapes, and soot coverage dueto vagrant fires.

The following comments are from the 2007 Access required inspection.- Top edge of the post tensioning thrust blocks exhibit construction related open and incipient spalling from 1' L x 1'W, up to 2.7' L x 6" W x 2" D, some with short sections of exposed but un-corroded rebar in the following locations(all locations with exposed and corroded rebar have been patched):- Span 2, block 6 right at north end;- Span 4, block 4 right at south end;- Span 6, block 2 right at south end;- Span 7, block 3 right at north & south ends;- Span 8, block 4 right at north end;- Span 9, block 3 right at north & south ends;- Span 10, block 2 right at north end;- Span 10, block 3 right at north & south ends;- Span 11, block 4 right at north end;- Span 12, block 3 right at north & south ends;- Span 13, block 3 right at north end;- Span 13, block 4 right at north & south ends;- Span 14, block 3 left at north end;- Span 14, block 3 right at north & south ends.

Elem/Env Element Description UOMQuantity Qty1 Qty2 Qty3 Qty4

Bridge Number I2141

RAMP I15S TO 95E Over I 15N/SBridge Location

Inspection Date 02/04/2015

Element Condition Values

- Girder soffit in Spans 14 and 15 exhibit hairline longitudinal cracks, minor impact scrapes, and soot coverage dueto vagrant fires.

The following comments are from the 2007 Access required inspection.- Top edge of the post tensioning thrust blocks exhibit construction related open and incipient spalling from 1' L x 1'W, up to 2.7' L x 6" W x 2" D, some with short sections of exposed but un-corroded rebar in the following locations(all locations with exposed and corroded rebar have been patched):- Span 2, block 6 right at north end;- Span 4, block 4 right at south end;- Span 6, block 2 right at south end;- Span 7, block 3 right at north & south ends;- Span 8, block 4 right at north end;- Span 9, block 3 right at north & south ends;- Span 10, block 2 right at north end;- Span 10, block 3 right at north & south ends;- Span 11, block 4 right at north end;- Span 12, block 3 right at north & south ends;- Span 13, block 3 right at north end;- Span 13, block 4 right at north & south ends;- Span 14, block 3 left at north end;- Span 14, block 3 right at north & south ends.

205 / 2 Reinforced Concrete Column/PileExtension

16 each 0 9 7

- Columns exhibit vertical and horizontal cracks up to 1/32" wide, often spaced less than 12" on center (Photo 20).- Isolated areas of construction related minor honeycombing throughout most columns.- Column 1 at Pier 14 exhibits a spall and delamination it 4' H x 1' W x 2" D, possibly due to fire damage.

215 / 2 Reinforced Concrete Abutment 78 ft 74 4

- The abutment backwalls exhibits minor honeycombing throughout and minor spalls at the corners.- The northwest corner of Abutment 2 exhibits a 6-10 sq. ft. area of map cracking with light efflorescence.

234 / 2 Reinforced Concrete Pier Cap 133 ft 131 2

- The Pier 5 cap exhibits vertical cracks to 1/64" wide.- The north fascia of Pier 13 cap, west of girder web exhibits a mechanical delamination to 2 sq. ft.- Pier 13 cap soffit exhibits cracks to 1/64" wide and a spall to 6" L x 3" W x 1" D on the south corner over the travellane for the ramp to Martin L. King Blvd.

300 / 2 Strip Seal Expansion Joint 27 ft 0 27

At Abutment 2 only.- Expansion joint is filled with dirt and debris and is stretched to its maximum of 4" at 60 degrees F. Previous reportindicated the joint was expanded 3" at 55 degrees F. This may indicate that the structure exhibits shrinkage,possibly due to post tensioning.

303 / 2 Assembly Joint with Seal 106 ft 62 43 0 1

- Expansion joints are filled with dirt and debris primarily in the shoulders. Pier 13 was cleaned during the 2015access inspection.- The expansion joints are open as follows: 12.5" at Abutment 1, 18.25" at Pier 5, 13" at Pier 9, and 6.75" at Pier 13at 60 degrees F. Measurements are from the inside edges of the exterior joint armors.- There is active leakage at Abutment 1 (not visible during 2013 or 2015 inspections).- The Abutment 1 expansion joint header exhibits a spall to 8" diameter in the left wheel path.- Expansion joint at Pier 5 exhibits a 4" long tear in the gland at the left wheel path (Photo 21).


Bridge Number I2141




- The expansion joints are open as follows: 12.5" at Abutment 1, 18.25" at Pier 5, 13" at Pier 9, and 6.75" at Pier 13at 60 degrees F. Measurements are from the inside edges of the exterior joint armors.- There is active leakage at Abutment 1 (not visible during 2013 or 2015 inspections).- The Abutment 1 expansion joint header exhibits a spall to 8" diameter in the left wheel path.- Expansion joint at Pier 5 exhibits a 4" long tear in the gland at the left wheel path (Photo 21).

310 / 2 Elastomeric Bearing 10 each 10

At Abutment 2 only.- No significant deficiencies.

315 / 2 Disc Bearing 12 each 12

- Bearing grout pads at Abutment 1 are cracked and spalled.- Bearing grout pads at the piers exhibit hairline to 1/64" wide vertical cracks.

321 / 2 Reinforced Concrete Approach Slab 2 each 0 2

- Approach slabs exhibit longitudinal cracks up to 1/32" wide emanating from the relief joints.- South approach slab settled up to 1" at the relief joint (Photo 22).

331 / 2 Reinforced Concrete Bridge Railing 3648 ft 3348 300

- Bridge rails exhibit vertical cracks up to 1/64" wide spaced at 1'-3' with isolated cracks to 1/32" wide.- Moderate tire scuffs/scrapes exist on the inboard fascias of the bridge rails.- The top inboard corner of the west rail exhibits impact related spalling to to 50' L x 6" H x 1" D, worst case is inSpan 9.- The top outboard corners of the west bridge rail exhibit minor spalling at the following locations where oncemounted delineator signs were anchored: North of sign in Span 6 near Pier 5 to 6" L x 3" W x 2" H North and south of sign at Pier 6 to 2.5' L x 7" W x 2.5" H South of sign in Span 7 to 1.5' L x 4" W 7" H South of sign in Span 8 to 4' L x 2.5" W x 3" H South of sign in Span 9 near Pier 8 to 2.5' L x 6" W x 3" H South of sign in Span 10 to 15" l x 2.5" W x 2" H North of sign in Span 11 to 8" L x 6" H (delamination)

641 / 2 Deck Down Drains and Scuppers-Freefall 7 each 0 7

- All drains exhibit debris in catch basin; however, pipe is completely clear with no loss of functionality (Photo 23).

646 / 2 Under Deck Lighting System 9 each 9

- All lights were operational during the 2015 access inspection.

651 / 2 Signs/Signals 11 each 11

Ten curve delineator signs attached to the west bridge rail located in Spans 3, 4, 5, 6, 7, 8, 9, and 11 and at Piers 6and 9. One 40 mph truck speed limit sign attached to the west bridge rail in Span 12. All signs are attached with 4bolts each.- No significant deficiencies.

680 / 2 Reinforced Concrete Retaining Walls 100 ft 100

- No significant deficiencies.


Bridge Number I2141




685 / 2 Concrete Abutment Slope Paving 2 each 0 2

- The concrete slope paving exhibits isolated transverse cracks to 1/8" wide.

690 / 2 Substructure Scour and Erosion 16 each 16

694 / 2 Debris on Seats 5 each 5

- The abutments and piers exhibit minor pigeon guano. Pier 5 diaphragms are open allowing pigeon access to theboxes, post tensioning caps, and bearings which are covered in guano. This may accelerate deterioration.

750 / 2 Relief Joints 78 ft 0 0 77 1

- Relief joints exhibit abraded, cracked, and debonded compression seals.- Elastomeric headers are cracked and spalled along joint edges with settlement up to 1/2" in wheel lines (Photo24). Header of the south relief joint exhibits 1' of missing section (Photo 25).

760 / 2 Metal Approach Barrier Rail 2 each 2

Guardrail at northeast and crash attenuator in Span 15.- No significant deficiencies.

761 / 2 Reinforced Concrete Approach Barrier Rail 4 each 3 1

- The southwest approach rail exhibits spalling in the top to 3/4" deep due to impact scrapes and a delamination inthe bottom inboard fascia to 1' L x 6" H, approximately 80' from the structure.

770 / 2 Cement Concrete Approach Pavement 1 lumpsum

1

- Isolated minor hairline to 1/64" wide cracks throughout.- Spalled and abraded at south approach due to settlement of approach slab.

775 / 2 Approach Roadway Embankment 1 lumpsum

1

- No Significant deficiencies.

783 / 2 Approach Roadway Drains 1 each 1

- No significant deficiencies.


Bridge Number I2141




Photo 1: West elevation, Spans 15-9

I2141

02/04/2015

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Date:

Photo 2: West elevation, Spans 1-8

I2141

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State of Nevada

Department of Transportation

Photo 3: South approach

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Photo 4: South general, main spans

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State of Nevada


Photo 5: South general, approach spans

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Photo 6: Typical depressed patch in the deck surface

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State of Nevada


Photo 7: Spall in the deck surface with exposed and corroded steel

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Photo 8: Cracking in the deck surface over Pier 14

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State of Nevada


Photo 9: Typical staining on girder web below the deck drains

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Photo 10: Typical hairline horizontal cracking in the girder web

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State of Nevada


Photo 11: Typical blockout exposing lightly corroded rebar in girder web adjacent diaphragms

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Photo 12: Typical patched blockout in girder webs adjacent diaphragms

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State of Nevada


Photo 13: Intensionally deformed post tensioning duct at a thrust block

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Photo 14: Inadequate coverage over post tensioning strands

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State of Nevada


Photo 15: Typical coverage over post tensioning strands leaving top three exposed

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Photo 16: Pigeon guan on structure and post tensioning caps at Pier 5

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State of Nevada


Photo 17: Delamination in Span 5 thrust block L3

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Photo 18: Delamination in Span 6 thrust block L2

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State of Nevada


Photo 19: Hairline shear cracking in the east girder web in Span 11 at Pier 11

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Photo 20: Typical cracking in the columns

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State of Nevada


Photo 21: 4" long tear in the expansion joint gland at Pier 5

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Photo 22: 1" settlement of the south approach slab

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Photo 23: Typical deck drain

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Photo 24: Deterioration, depression, and adhesion failure of the north relief joint

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State of Nevada


State of Nevada


Photo 25: Deterioration, depression, spalling, and adhesion failure of the south relief joint

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CriticalityTiming Item Code Description UnitsStd.Unit

CostQuantity Unit Cost Total Cost

2 - Perform action with next 1 year

1 - Minor 1001001100LINFTRemove and Replace

Strip Seal GlandD22

- Repair or replace the assembly joint gland at Pier 5.Notes:



3 - Perform action within next 2 years

1 - Minor 1482197819LINFTRepair/Replace ReliefJoint Header Material

R213

- Repair relief joints to mitigate further settlement of approach slabs.Notes:

1 - Minor 1552557527575LINFTRemove and ReplaceExpansion Joint (Strip

Seal)D13

- Replace strip seal at Abutment 2 with larger seal to accommodate expansion requirements.Notes:

1 - Minor 28004007400EACHClean Deck DrainsD403

- Clean deck drains.- Extend the drain pipes out past the superstructure to mitigate accelerated deterioration.

Notes:

1 - Minor 10002504250EACHClean Expansion JointsD93

- Clean expansion joints.Notes:



4 - Perform action when time and moneypermit

1 - Minor 3750755075SQFTPatch Spalls in Concrete

Bridge RailingD344

- Patch spalls in the west bridge rail.Notes:

1 - Minor 485211485211SQFTSeal Deck/Slab Cracks

(Pourable Sealant)D104

- Seal cracks in the deck surface and approach slabs.Notes:

Bridge Number I2141



Maintenance Inspection Work Items and Costs Report

2 - Major 1050751475SQFTRepair Spalls in

Concrete SuperstructureSuper14

- Repair delaminations in post tensioning thrust blocks.- Cover exposed rebar in the girder webs (interior of box).- Cover exposed P/T strands.

Notes:

1 - Minor 001--LSSeal Substructure

Cracks (Pressure InjectEpoxy)

Sub94

- Patch spall in Column 2 at Pier 14.Notes:

Bridge Number I2141



Maintenance Inspection Work Items and Costs Report

[REV. 7/01]

ANALYSIS BY: A. Harrison/H. Larsen DATE: 1/24/2008

CHECKED BY: C. Serroels DATE: 3/20/2008

Method of Analysis:

With existing

INVENTORY RATING = HS 21.4 = 34.9 Metric Tons

OPERATING RATING = HS 35.8 = 58.4 Metric Tons

PERMIT TRUCK COLOR CAPACITY = PPGGG

With future

INVENTORY RATING = HS --- = ---- Metric Tons

OPERATING RATING = HS --- = ---- Metric Tons

PERMIT TRUCK COLOR CAPACITY =

2/6/2005 16 Feet

Type: Routine 10 Inches

7

7 NA

7 44

NA No

COMMENTS: Seal and Signature

Report by: DATE: 1/24/2008A. Harrison/H. Larsen

State of Nevada


Load Rating Report

This report was prepared in accordance with AASHTO "Manual for Condition Evaluation of Bridges, 1994 Second Edition"

with revisions by Nevada Department of Transportation.

DECK RATING:

SUPERSTRUCTURE RATING:

SUBSTRUCTURE RATING:

[Summarized from the Structure Inspection Report]

CULVERT RATING: STRUCTURE POSTED? [Yes/No]:

Note: Ratings above are NBI Ratings from inspection report weighted for structural items only

MIN. VERTICAL CLEARANCE

CHANNEL RATING:

EST. REMAINING LIFE [Years]:

Rating By Load Factor Method

CONDITION RATING Date of Inspection:

A.) Existing Condition

Rating By Load Factor Method

B.) Modified Condition

LENGTH ft-in

1825'-6"

LOCAL NAME

Ramp S-E

TYPE

Precast Segmental Single Cell Box Girder (15 spans)

WIDTH ft-in

26'-7"

I-2141

YEAR CONSTRUCTED

1999

DEPTH ft-in

I-15 / US-95

DISTRICT

1

STRUCTURE NUMBER

7'-0"

MILEPOST

42.88

See "Seg_Load Rating_I-2141.doc" for a complete description of theLoad Rating procedure used for this bridge

CONTRACT NUMBER(S)

2830

COUNTY

Clark

ROUTE

BD2 Time Dependent Analysis (Version 3.05), SAP2000 (Version 10), Hand Calculations, WinBDS

No overlay

___ inch AC Overlay

BRIDGE LOAD RATING

[REV. 8/05]

Deck/---- Girders/ ---- Original Bridge:

Concrete F'c (psi)= 6090 6090

Reinforcing Steel Fy (psi)= 60,000 60,000

Structural Steel Fy (psi)= NA NA Widenings:

Prestressing Steel F's (psi) 270,000 270,000

150,000 150,000

- Rating performed using LFD

- Analyzed structure under "existing" conditions

- Deck rating live loads computed from Homberg influence charts

- Web principal stress rating based on AASHTO LRFD requirements

- CA Permit Trucks modeled with 26kip front axle and 48k axles at 18'

- Locked in erection loads, dead loads, section properties, and time dependent parameters based on contractors

longitudinal construction analysis dated: 10/28/1998

- Transverse deck stresses checked at face of web, start of overhang and center of cell

-

Analysis by: A. Harrison/H. Larsen Date: 1/24/2008

Checked by: C. Serroels Date: 3/20/2008

Rating Method Deck BD2, Hand Calculations (Transverse Analysis)

Girders BD2 Time Dependent Analysis (Version 3.05), SAP2000 (Version 10), Hand Calculations, WinBDS

Special Items -

Loads HS20 = AASHTO HS20-44 Truck Load or Lane Load whichever is greatest

P5/P9/P13 = Caltrans permit trucks P5, P9, and P13 applied separately with same wheel lines per girder as for HS20

Overlays-

Controlling Girder Action

Deck Girders Analysis Point Critical Action Rating Item/ Action

1.73 1.07 Sp6 Mid Span Flexure NA NA

2.88 1.79 Sp6 Mid Span Flexure NA NA

1.26 202 Shear NA NA



INVENTORY RATING = HS 21.4 = 34.9 Metric Tons

OPERATING RATING = HS 35.8 = 58.4 Metric Tons

Overlays-

Controlling Girder Action

Deck Girders Analysis Point Critical Action Rating Item/ Action

INVENTORY RATING = HS --- = --- Metric Tons

OPERATING RATING = HS --- = --- Metric Tons

RATING FACTOR for P9 =

Special Rating Items

RATING FACTOR for HS20 =


Standard Rating Items

OPERATING RATING:


INVENTORY RATING:

Clark

LOCAL NAME STRUCTURE NUMBER

ANALYSIS METHOD & RESULTS:

State of Nevada

ANALYSIS CRITERIA:

BRIDGE DATAMATERIAL PROPERTIES:

Ramp S-E I-2141

DATE

None

Load Rating Summary Sheet


Rating for P7 and P11 interpolated


Rating Factors for P5 / P7/ P9/ P11/ P13 =

LOAD RATING- w/ Modified Condition

Standard Rating Items

Department of Transportation 1/24/2008

1.26/1.09/0.92/0.91/0.89

ROUTE

LOAD RATING- Existing Condition No overlay

COUNTY

I-15 / US-95

Precast Segmental Single Cell Box Girder (15 spans)

-.-- / -.-- /-.-- /-.-- /-.--Rating Factors for P5 / P7/ P9/ P11/ P13 =


INVENTORY RATING:

OPERATING RATING:


Special Rating Items



75A. Type Of Work

3 (On Free Road)

1 (1-way traffic)

9. Location

36 ° 10 ' 27.10 "

00

17. Longitude

41. Posting Status A (Open)

18

1 (Highway, with or w/out pedestrian)

0 (No median)

0 (None)

44B. Appr. Span Design

11. Milepoint

LAS VEGAS

42.875

40000 (Las Vegas)

01 (District 01)

329 (Nevada)

7. Facility Carried

2491. Frequency

93A. FC Inspection Date

30. Year of ADT

Structure Inventory and Appraisal

Bridge No.: I2141

3. County 003 (Clark)

6. Feature Intersected I 15N/S

2. District

98A. Border Bridge Code (Not Applicable)

99. Border Bridge No.

43A. Main Span Material 6 (Prestressed concrete continuous)

43B. Main Span Design 21 (Segmental Box Girder)

45. No. of Spans Main Unit 13

44A. Appr. Span Material 6 (Prestressed Concrete Continuous)

06 (Box Beam or Girders)

46. No. of Appr. Spans 2

107. Deck Type

108A. Wearing Surface

48. Length Max Span

49. Structure Length

34. Skew 0 degrees

50. Curb/Sdwk Width LT

51. Width Curb to Curb

32. Appr. Roadway Width

33. 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 N (Not applicable, no waterway)

111. Pier Protection

39. Vertical Clearance

40. Horiz. Clearance

16. Latitude

H (Highway beneath structure)

90. Inspection Date 02/04/2015

92A. FC Frequency

93B. UW Inspection Date

92B. UW Frequebcy

93C. SI Date

92C. SI Frequency

58. Deck 7 (Good Condition (some minor problems))

59. Superstructure 7 (Good Condition (some minor problems))

60. Substructure 7 (Good Condition (some minor problems))

61. Channel/Channel Prot N (Not Applicable)

62. Culvert N (Not Applicable)

67. Struc Eval 7 (Better than present minimum criteria)

68. Deck Geometry 6 (Equal to present minimum criteria)

69. Underclearance,Vert & Horiz

4 (Meets minimum tolerable limits)

71. Waterway Adequacy N (Not Applicable)

72. Approach Alignment 8 (Equal to present desirable criteria)

36A. Bridge Railings 1 (Meets acceptable standards)

36B. Transitions 1 (Meets acceptable standards)

36C. Approach Guardrail 1 (Meets acceptable standards)

36D. Approach GuardRail Term 1 (Meets acceptable standards)

113. Scour Critical Bridges N (Not over waterway)

31. Design Load 6 (MS 18+Mod / HS 20+Mod)

64. Operating Rating 64.3

66. Inventory Rating 38.4

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

27. Year Built 1999

106. Year Reconstructed

42A. Type of Service On 1 (Highway)

28A. Lanes On 1

29. Avg Daily Traffic 15200

109. Truck ADT 2 %

19. Detour Length

112. Bridge Length Y

26. Functional Class 11 (Urban)

100. STRAHNET 1 (Is on an Interstate STRAHNET route)

101. Parallel Structure N (No parallel structure)

102. Direction of Traffic

22. Owner 1

21. Maintenance Resp 1

37. Historical Significance 5 (Not eligible)

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

28B. Lanes Under

2012

8. Structure No. I2141

RAMP I15S TO 95E

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

1170001505. Inventory Route

4. Place Code

12. Base Hwy Network 1 (Inventory Route is on the Base Network)

13A. LRS Inv Route 0000000015

13B. Subroute No.

98B. % Responsibility

1 (Monolithic Concrete (concurrently placed with structural deck))

1 (Concrete Cast-in-Place)

108B. Deck Membrane

0 (None)108C. Deck Protection

RT

H (Highway beneath structure)54A. Min. Vert. Underclear

54B. Min. Vert. Underclear

55B. Min. Lat. Underclear Right

116. Min Nav Vert Clear

42B. Type of Service Under

75B. Work Done By

$ 094. Bridge Impr Cost

76. Len of Struc Impr

95. Rdwy Impr Cost $ 0

96. Total Proj Cost $ 0

97. Year of Impr Cost

114. Future ADT 19000

115. Year Future ADT 2031

20. Toll

103. Temp Structure

104. Hwy Sys Inv Route 1 (Structure/Route is on NHS)

105. Fed Lands Hwys 0 (Not Applicable)

110. Desig National Net 1 (Inventory route on National Truck Network)

0 ft.

1.9

23.6 ft.

0.0 ft.

0.0 ft.

23.6 ft.

147.6 ft.

1824.1 ft.

0.00 ft.

0.00 ft.

23.6 ft.

52. Deck Width Out to Out 26.6 ft.

328 ft.

16.8 ft.

5.5 ft.

4.2 ft.

0.0000 ft.

201. Contract Number

202. Seismic Risk

203. Structure Name

204. Culvert Barrel Height

205. Culvert Barrel Width

206. Culvert Barrel Length

207. Total Deck Area 48521 sq ft.

92A-1. FC Required

92B-1. UW Required

92C-1. SI Required

N

N

N

Last Modified: 03/16/2015

208. Last AccessRequired Inspection Date

209. Access RequiredInspection Frequency

02/04/2015

96

210. Date of Next AccessRequired

02/04/2023

211. Bridge InventoryDirection

South to North

115 ° 9 ' 24.26 "

NSD:NFO:94.50Sufficiency Rating:

bridge number i2141 - project...

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