Bridge Number I 806Rndotprojectneon.com/Archives/reference_information... · 2016. 4. 25. ·...

001 / 2 General Notes 1 1

- Structure at Span 7 shares pier with two prestressed concrete box approach spans. Southwest section framesinto G 805R going west and the east section frames into G2014 going east.

012-38

/ 2 Reinforced Concrete Deck/Slab 65799 sq ft 0 59219 6580

The deck soffit is not visible due to stay-in-place forms.- Deck surface exhibits longitudinal and transverse cracks open to 1/32" wide with isolated cracks open to 1/16"wide, some at less than 1' spacing in travel lanes (Photo 4).- Deck surface exhibits minor surface spalling.

104 / 2 Prestressed Concrete Closed Web/BoxGirder

233 ft 232 0 0 1

- The north fascia of the Span 8 girder web (first approach span) exhibits a full height vertical crack to 1/16" widewhich emanates from a construction joint in the girder overhang (Photo 5). Crack is approximately 3' from thehinge joint of juncture with G 805R.

107 / 2 Steel Open Girder/Beam 6486 ft 6486

Five Girder lines.- No significant deficiencies.

205 / 2 Reinforced Concrete Column/PileExtension

10 each 9 1

- The columns exhibits hairline cracking and honeycombing up to 1/4" deep.- Pier 3 column exhibits delamination to 10' L x 2' H in the east face (Photo 6).

215 / 2 Reinforced Concrete Abutment 43 ft 43

- The abutment backwall exhibits minor hairline cracking and honeycombing up to 1/4" deep.- Abutment 1 exhibits heavy water stains at the north end.

227 / 2 Reinforced Concrete Submerged Pile 12 each 12

- Element not visible for inspection.

234 / 2 Reinforced Concrete Pier Cap 301 ft 301

- The pier cap exhibits hairline cracking, honeycombing up to 1/4" deep, and isolated areas of water staining.

303 / 2 Assembly Joint with Seal 177 ft 0 134 0 43

- The expansion joint headers exhibit transverse cracks to 1/16" wide.- Abutment 1 expansion joint exhibits torn gland sections allowing leakage to the abutment (Photo 7).- Abutment 1 modular expansion joints show minor dirt and debris accumulation in shoulders.- Modular joints in Spans 8 and 9 exhibit moderate dirt and debris build up throughout.

310 / 2 Elastomeric Bearing 40 each 36 4

- Majority of bearing assemblies exhibit improperly tightened anchor bolt nuts, and missing square plate washers.- Bearing 3 at Pier 1 and Bearing 3 at Pier 6 are missing one nut.- The elastomeric pads exhibit minor longitudinal deflection.- The elastomeric pads at Pier 1 Bearings 1 - 4 exhibit separation from the pier cap to 3/8" at the north edge ofeach (Photo 8).

Elem/Env Element Description UOMQuantity Qty1 Qty2 Qty3 Qty4

Bridge Number I 806R

RMP 15S-E SPR MTN Over I 15, SPR MTN RD,RMP

Bridge Location

Inspection Date 11/13/2014

Element Condition Values

each (Photo 8).

321 / 2 Reinforced Concrete Approach Slab 1 each 0 1

- Approach slab exhibits longitudinal and transverse cracks to 1/16" wide.

331 / 2 Reinforced Concrete Bridge Railing 3060 ft 2560 500

- Parapets exhibit vertical cracks to 1/32" wide, and numerous impact scrapes and tire scuff marks.

515 / 2 Steel Protective Coating 9406 ft 8586 0 820

- Girders 1 and 2 in Spans 4 and 5 exhibit blistering paint in the bottom flange (Photo 9).

516 / 2 Concrete Coating 1 lumpsum

0 1

- Abutment 1 backwall exhibits heavy leakage stains at the north end.- Railing coating exhibits blistering at isolated locations.

517 / 2 Graffiti 1 lumpsum

0 0 1

- Girders and diaphragms exhibit moderate to heavy areas of graffiti coverage (Photo 10).

640 / 2 Deck Drainage System with Drop Inlets 3 each 0 3

- Deck drains exhibit moderate accumulations of dirt and debris with no loss of functionality (Photo 11).

660 / 2 Steel Diaphragms 292 each 290 2

- Splice connection in top flange of Girder 5, Span 2 exhibits a missing fastener, appears as constructed.- The top lateral bracing of Diaphragm 3 in Bay 3 of Span 2 near Girder 4 is bent which appears as constructed(Photo 12).

680 / 2 Reinforced Concrete Retaining Walls 130 ft 130

- The Abutment 1 wingwalls exhibit minor hairline cracking and honeycombing up to 1/4" deep.

690 / 2 Substructure Scour and Erosion 10 each 10

694 / 2 Debris on Seats 8 each 7 1

- Bearing seat at Abutment 1 exhibits transient debris (Photo 13).

750 / 2 Relief Joints 43 ft 0 43

- Relief joint compression seals exhibit localized adhesion failure, deterioration, and minor dirt and debrisaccumulation (Photo 14).

761 / 2 Reinforced Concrete Approach Barrier Rail 2 each 0 2

- Approach rails exhibit vertical cracking up to 1/32" wide.

770 / 2 Cement Concrete Approach Pavement 1 lumpsum

0 0 0 1

- The approach concrete pavement at the west end exhibits a 1" wide gap along the north panel joints (Photo 15).- The approach concrete pavement exhibits minor edge spalling along the concrete panel edges.- The shoulder areas of the concrete approach pavement exhibit cracking up to 1/16" wide.




Bridge Location



- The approach concrete pavement at the west end exhibits a 1" wide gap along the north panel joints (Photo 15).- The approach concrete pavement exhibits minor edge spalling along the concrete panel edges.- The shoulder areas of the concrete approach pavement exhibit cracking up to 1/16" wide.

775 / 2 Approach Roadway Embankment 1 lumpsum

1

- No significant deficiencies.




Bridge Location



Photo 1: South elevation

I 806R

11/13/2014

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Date:

Photo 2: West approach

I 806R

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Date:

State of Nevada

Department of Transportation

Photo 3: West general

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Date:

Photo 4: Typical cracking in the concrete deck

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Date:

State of Nevada


Photo 5: Vertical crack in Span 8 girder web

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Date:

Photo 6: Delaminated concrete in east face of Pier 3 column

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Date:

State of Nevada


Photo 7: Torn and deteriorated expansion joint seal at Abutment 1

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Date:

Photo 8: Separation between elastomeric bearing and pier cap

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11/13/2014

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Date:

State of Nevada


Photo 9: Blistered paint on bottom flange of Girder 2, Span 4

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Date:

Photo 10: Typical heavy graffiti on superstructure

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Date:

State of Nevada


Photo 11: Partially clogged deck drain at the northwest corner

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Date:

Photo 12: Damaged diaphragm in Span 2, Bay 3

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Date:

State of Nevada


Photo 13: Transient debris on the Abutment 1 seat

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Date:

Photo 14: Deterioration of relief joint in the west approach

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State of Nevada


State of Nevada


Photo 15: Separation of concrete panels in the west approach roadway

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Date:

CriticalityTiming Item Code Description UnitsStd.Unit

CostQuantity Unit Cost Total Cost

2 - Perform action with next 1 year

1 - Minor 7502503250EACHClean Expansion JointsD92

- Clean expansion joints.Notes:

1 - Minor 430010043100LINFTRemove and Replace

Strip Seal GlandD22

- Replace expansion joint glands at Abutment 1.Notes:



3 - Perform action within next 2 years

1 - Minor 24001220012LINFTSeal Crack in Concrete

Approach PanelR153

- Seal cracks and separation between panels in the west concrete approach pavement.Notes:

1 - Minor 12004003400EACHClean Deck DrainsD403

- Clean deck drains.Notes:

1 - Minor 670001670001SQFTSeal Deck/Slab Cracks

(Pourable Sealant)D103

- Seal the concrete deck and approach slab.Notes:



4 - Perform action when time and moneypermit

1 - Minor 800108010EACHReplace/Tighten Anchor

Bolt Nuts in BearingAssemblies

Super54

- Tighten bearing anchor bolt nuts, and install square plate washers.Notes:

1 - Minor 001--LSEradicate Graffiti on

Superstructure MembersSuper154

- Eradicate graffiti on girders and diaphragms.Notes:



Bridge Location


Maintenance Inspection Work Items and Costs Report

1 - Minor 92002340023SQFTSpot Clean and PaintSteel Beams/Bearing

AssembliesSuper94

- Spot clean and paint blistered paint in Girders 1-2 in Spans 4-5.Notes:

1 - Minor 001--LSClean Debris from

Abutment/Pier SeatSub204

- Remove transient debris from Abutment 1.Notes:



Bridge Location


Maintenance Inspection Work Items and Costs Report

[REV. 7/01]

ANALYSIS BY: K. Mockenhaupt/CH2M Hill DATE: 11/27/2007

CHECKED BY: S. Jirschele/CH2M Hill DATE: 11/30/2007

Method of Analysis:

With existing

INVENTORY RATING = HS 35.8 = 58.4 Metric Tons

OPERATING RATING = HS 59.8 = 97.6 Metric Tons

PERMIT TRUCK COLOR CAPACITY = PPPPP

With future

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

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

PERMIT TRUCK COLOR CAPACITY =

11/29/2004 17 Feet

Type: Bridgemaster 3 3/4 Inches

8

7 ----

8 45

NA No

COMMENTS: Seal and Signature

2. Shear studs do not meet continuous requirements of 2003 CurvedGirder Guide Specs.3. LL deflection exceeds L/800 in many spans for permit loadingsP9 and P13. See MDX runs for comprehensive information.4. Uplift, per Section 3.17.1(a) of the Standard Specifications, occursunder permit loadings P9 and P13 at Pier 2. Bearings have no provisions to prevent/resist such uplift.

Report by: DATE: 11/27/2007

0 inch overlay

___ inch AC Overlay

ROUTE

CONTRACT NUMBER(S)

2779

COUNTY

Clark

STRUCTURE NUMBER

BRIDGE LOAD RATING

1. Shear studs fail in fatigue for cycles > 2MM all load cases, all girders.

MDX Version 6.3

I-806R

YEAR CONSTRUCTED

1999

DEPTH ft-in

4'-9" to 8'-0" (web, varies)

MILEPOST

I 15 OFF RAMP

DISTRICT

1

WIDTH ft-in

43'-0"

LENGTH ft-in

1294' - 5 5/8"

LOCAL NAME

Spring Mountain Flyover

TYPE

Cont., Multi-span, Curved, Composite, Steel Plate Girder

A.) Existing Condition

Rating By Load Factor Method

B.) Modified Condition

Rating By Load Factor Method

CONDITION RATING Date of Inspection:

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]:

K. Mockenhaupt/CH2M Hill

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]

[REV. 8/05]

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

Concrete F'c (psi)= 4000 NA

Reinforcing Steel Fy (psi)= 60000 NA

Structural Steel Fy (psi)= NA 50000 Widenings:

Prestressing Steel F's (psi) NA NA

NA NA

- Rating performed using LFD and 1993 AASHTO Guide Specifications for Horizontally Curved Highway Bridges

- Analyzed structure under "existing" conditions

- Permit trucks allowed in all lanes simultaneously

- Girder naming convention in MDX model is opposite to reference drawings, ie: G1 model is G5 in plans, etc.

- Cross frames are constructed from AASHTO M270 Grade 36 steel, Fy = 36000 psi.

- Design speed assumed as 55 MPH for superelevation effects

- Full superelevation assumed full length of structure ie, transitions ignored

- 15 psf allowance included for Stay-in-Place deck forms

-

Analysis by: K. Mockenhaupt/CH2M Hill Date: 11/27/2007

Checked by: S. Jirschele/CH2M Hill Date: 11/30/2007

Rating Method Deck NA

Girders MDX Version 6.3

Special Items - MDX Version 6.3

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

NA 1.79 G5(MDX) @ P5 Bending NA NA

NA 2.99 G5(MDX) @ P5 Bending NA NA

3.17 G2(MDX) @ P3 Shear 2.33 X-Frame

2.12 G5(MDX) Sp 1 Bending 1.59 X-Frame

1.72 G5(MDX) Sp 4 Bending 1.31 X-Frame

INVENTORY RATING = HS 35.8 = 58.4 Metric Tons

OPERATING RATING = HS 59.8 = 97.6 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 Factors for P5 / P7/ P9/ P11/ P13 =

RATING FACTOR for HS20 =

INVENTORY RATING:

OPERATING RATING:

RATING FACTOR for P13 =

Special Rating Items



Department of Transportation 11/27/2007

3.17/2.65/2.12/1.92/1.72

ROUTE

LOAD RATING- Existing Condition 0 inch overlay

COUNTY

I 15 OFF RAMP

Cont., Multi-span, Curved, Composite, Steel Plate Girder


Rating for P7 and P11 interpolated


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

LOAD RATING- w/ Modified Condition

Standard Rating Items

State of Nevada

ANALYSIS CRITERIA:

BRIDGE DATAMATERIAL PROPERTIES:

Spring Mountain Flyover I-806R

DATE

None

Load Rating Summary Sheet


Special Rating Items



Standard Rating Items

OPERATING RATING:


INVENTORY RATING:

Clark

LOCAL NAME STRUCTURE NUMBER

ANALYSIS METHOD & RESULTS:

75A. Type Of Work

3 (On Free Road)

1 (1-way traffic)

9. Location

36 ° 07 ' 36.80 "

00

17. Longitude

41. Posting Status A (Open)

16

1 (Highway, with or w/out pedestrian)

0 (No median)

0 (None)

44B. Appr. Span Design

11. Milepoint

LAS VEGAS

0.000

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.: I 806R

3. County 003 (Clark)

6. Feature Intersected I 15, SPR MTN RD, RMP

2. District

98A. Border Bridge Code (Not Applicable)

99. Border Bridge No.

43A. Main Span Material 4 (Steel continuous)

43B. Main Span Design 02 (Stringer/Multi-beam or Girder)

45. No. of Spans Main Unit 7

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 99 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 11/13/2014

92A. FC Frequency

93B. UW Inspection Date

92B. UW Frequebcy

93C. SI Date

92C. SI Frequency

58. Deck 6 (Satisfactory Condition (minor deterioration))

59. Superstructure 8 (Very Good Condition (no problems noted))

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 9 (Superior to present desirable criteria)

69. Underclearance,Vert & Horiz

7 (Better than present minimum criteria)

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 99.8

66. Inventory Rating 64.3

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 2

29. Avg Daily Traffic 16500

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 01 (State Highway Agency)

21. Maintenance Resp 01 (State Highway Agency)

37. Historical Significance 5 (Not eligible)

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

28B. Lanes Under

2012

8. Structure No. I 806R

RMP 15S-E SPR MTN

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 15000

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.

1.2

39.7 ft.

0.0 ft.

0.0 ft.

39.6 ft.

205.1 ft.

1530.2 ft.

0.00 ft.

0.00 ft.

39.7 ft.

52. Deck Width Out to Out 43.0 ft.

328 ft.

16.4 ft.

14.4 ft.

3.2 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 65799 sq ft.

92A-1. FC Required

92B-1. UW Required

92C-1. SI Required

N

N

N

Last Modified: 01/13/2015

208. Last AccessRequired Inspection Date

209. Access RequiredInspection Frequency

11/13/2014

24

210. Date of Next AccessRequired

11/13/2016

211. Bridge InventoryDirection

West to East

115 ° 10 ' 51.30 "

NSD:NFO:97.20Sufficiency Rating:

Bridge Number I 806Rndotprojectneon.com/Archives/reference_information... · 2016. 4. 25. ·...

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