Sierra Street Bridge

001 / 2 General Notes

- Bridge inventoried from south to north. This is an annual routine underwater inspection. Only the concreteabutments, pier walls, and channel elements were observed during this inspection.- There are no significant changes since the 2014 underwater inspection.

012-38

/ 2 Reinforced Concrete Deck/Slab 8444 sq ft 1665 6320 400 59

**UNDERWATER INSPECTION TO ASSESS SCOUR/SUBMERGED SUBSTRUCTURE ELEMENTS ONLY -ELEMENT NOT RATED. THE CS RATING AND COMMENTS ARE FROM THE 04/16/2015 INSPECTIONREPORT.**

- The deck soffit and fascia exhibits widespread areas of cracking up to 1/8" w and scaling, some with minorefflorescence, delaminations, and spalling up to 20' l x 6" h x 4" d with exposed and corroded reinforcing steel.Notable examples are listed below:Span 1 Girders 4 and 5 concrete haunch over Abutment 1 exhibits incipient spalling to 1’ L X 3” H; which isbroken-off at girder line.- Span 1 girder concrete haunch at Girder 2 exhibits spalling/incipient spalling along the entire Girder 2 length.

- Span 1 Bay 9 soffit exhibits spalling up to 1' diameter x 6" d with exposed and corroded rebar with up to 10%section loss at Diaphragm 2, with areas of scaling and delamination intermittently along the bay.

- Span 1 Girder 2 haunch, Span 3 Girder 2 haunch, and Span 2 Girder 2 haunch at Diaphragm 2 in Bay 1 exhibitsspalling up to 7'8" l x 13" w x 5" d with heavily corroded rebar exhibiting section loss, extending north from Pier 2.The haunch section from this spall to intermediate Diaphragm 1 has random delaminations and exposed rebarlikely due to insufficient cover during construction. A similar spalling is exhibited by Pier 1 up to 5'6" l x 1'2" w x1-1/2" d with exposed rebar and up to 25% section loss.

- Span 2 Bay 2, the deck soffit exhibits a 6" w x full width (between girders 2 and 3) area of delamination just northof intermediate #1.

- Span 2 left sidewalk soffit at midspan exhibits a 2'4" l x 9" w x 3" d spall with exposed rebar and a corroded andperforated 2" diameter utility conduit.

- Abutment 2 northeast and northwest corners of overhang exhibit 1/4" w cracking and open spalling/delaminationup to 2' l x 1'6” w with exposed and corroded rebar.

- Deck fascia in Span 3 exhibits horizontal cracks up to 1/4" w with edge spalling and 1/32" wide map cracking at <1' spacing along entire east side. East fascia exhibits spalling/incipient spalling measuring 72" l x 16" h x 13" wide,some with exposed and corroded rebar and up to 15% section loss.

- Span 3 left sidewalk soffit exhibits spalling up to 2'2" l x 7" w x 3-1/2" d with exposed rebar and up to 25% sectionloss.

107 / 2 Steel Open Girder/Beam 1362 ft 1017 75 150 120


- The concrete fascia inserts along the length of Girders 1 and 10 exhibits shear cracks to 1/4" w, with separationand spalling. Separation along Girder 1 of Span 1 at Abutment 1 is up 1/4" w and along Girder 1 of Span 3 atAbutment 2 is up to 1" w. Associated spalling up to 12'6” L x 7" W x 5" D with no exposed rebar at the west end ofGirder 1 near Abutment 1.

- Girders exhibit areas of minor to complete paint failure with associated moderate to severe corrosion and pitting,particularly Girder 2 in all three spans.

Elem/Env Element Description UOMQuantity Qty1 Qty2 Qty3 Qty4

Bridge Number B 303

SR 660 SIERRA ST Over TRUCKEE RVRBridge Location

Inspection Date 09/19/2015

Element Condition Values

- The concrete fascia inserts along the length of Girders 1 and 10 exhibits shear cracks to 1/4" w, with separationand spalling. Separation along Girder 1 of Span 1 at Abutment 1 is up 1/4" w and along Girder 1 of Span 3 atAbutment 2 is up to 1" w. Associated spalling up to 12'6” L x 7" W x 5" D with no exposed rebar at the west end ofGirder 1 near Abutment 1.

- Girders exhibit areas of minor to complete paint failure with associated moderate to severe corrosion and pitting,particularly Girder 2 in all three spans.

210 / 2 Reinforced Concrete Pier Wall 128 ft 0 86 26 16

- The upstream nose of Pier 1 exhibits a crack that is up to 1/4" wide with an area of associated map crackingextending from approximately 3' below the top of pier wall to the channel bottom.- The upstream nose of Pier 1 exhibits a 1.5' H x wall width (32") x 6" D void/area of section loss with no exposedreinforcing steel, beginning 6.5’ below the top of the pier and extending downward (refer to Photo 9).- The upstream nose of Pier 1 exhibits a seam of section loss 3' W x 4" H x 2" D. The seam is locatedapproximately 1' below area of section loss described above. There is no exposed reinforcing steel at the seam ofsection loss.- Pier 2 exhibits a seam of heavier scaling on the north face, 5' downstream of the upstream nose, that measures 2'L x 4" H x 2" D at approximately 1.5' above the waterline.- The upstream nose of Pier 2 exhibits an area of section loss that is 8" in diameter x 1-1/2" deep with no exposedreinforcing steel, located 9.5’ below the top of the pier, with adjacent voids up to 1-1/2" deep.- The upstream nose of Pier 2 exhibits widespread cracks up to 1/4" wide with associated voids and seaming up to1" deep, beginning at the top of the pier and extending downward. The Pier 2 downstream nose exhibits a similarcondition, but to a lesser extent, extending from 3' below the top of the cap to the channel bottom. Downstreamnose cracks are typically up to 1/8" wide.- Piers walls exhibit widespread vertical cracks up to 1/8" wide and horizontal cracks up to 3/16" wide with smallareas of associated incipient spalling. Most of the wider cracks in the pier walls are located beneath bearing areasand at the pier noses.-Pier walls exhibit heavy concrete scaling from the high water mark down. Scaling is typically 1/2" deep with amaximum penetration of up to 1-1/2" at the upstream nose of Pier 2.

215 / 2 Reinforced Concrete Abutment 135 ft 0 114 21

- The abutment backwalls exhibit widespread vertical cracks up to 1/8" wide and horizontal cracks up to 3/16" widewith associated map cracking up to 1/8" wide, and with most of the cracks are located beneath bearing areas (referto Photo 8).- Abutment 2 backwall at the east and west ends exhibits large areas of open/incipient spalling up to full height x 1'W x 3" D, with exposed and corroded reinforcing steel having up to 10% section loss, along the abutment/retainingwall juncture construction joint. A few of the exposed reinforcing steel bars have been broken/cut off (refer to Photo11).- The abutment backwalls exhibit scaling typically 1/4" deep with areas up to 1/2" deep from the high water markdown to the waterline.

220 / 2 Reinforced Concrete Pile Cap/Footing 4 each 3 1

-There was a void in the Abutment 1 footing, 40” L x 6” W x 3” D, along the interface with the backwall and footinglocated beneath Girders 4 and 5.- Refer to Element 690 for footing exposure details.


Bridge Number B 303




331 / 2 Reinforced Concrete Bridge Railing 269 ft 200 50 15 4


-Bridge railing exhibits vertical cracking to 1/8" w and open/incipient spalling to 2’8” L X 7” W x 5” H along the topvertical section, some with exposed and corroded rebar, with section loss up to 5%.

- Abutment 1 southwest light pole pilaster and Abutment 2 northeast light post pilaster exhibit incipient spalling to 2'h x 3' w at the base and the underside of the base exhibit extensive open incipient spalling.

- Left parapet over span 1 exhibits inward rotation up to 3/4".

- The top face and lower south end at sidewalk juncture of the northwest pilaster exhibits open/incipient spalling to4' l x 7-1/2" w x 6" d, no exposed rebar, with a vertical crack on the east face up to 3/4" w and an associated edgespalling along the crack.

- Patched areas of span 2 left side at mid span exhibits delamination and bulging with newly formed incipientspalling.

- Span 3 right parapet exhibits 8 locations of open spalling up to 1'3" h x 3-1/2" w x 1-3/4" d with exposed andcorroded rebar, no section loss, incipient spalling, and cracking up to 1/8" w.

- The inboard face of the left parapet at the north end below the top stem exhibits spalling up to 1'3” L X 5” H x1-1/2" D with exposed and corroded rebar, no section loss.

515 / 2 Steel Protective Coating 1362 ft 1021 72 149 120


- Girder and diaphragms exhibit areas of minor to complete paint failure with associated corrosion and pitting of theunpainted areas, particularly Girder 2 in all three spans.

516 / 2 Concrete Coating 1 lumpsum

0 1


- Paint finish on the left curb over Span 1 exhibits minor blistering.

517 / 2 Graffiti 1 lumpsum

1

- Minor graffiti on the concrete railings, Pier 1 wall, and Pier 2 wall.

605 / 2 Concrete Curbs 272 ft 0 272


- The curbs exhibit moderate density cracking to 1/32" w and isolated edge spalling to 15" l x 6" w x 2" d


Bridge Number B 303





- The curbs exhibit moderate density cracking to 1/32" w and isolated edge spalling to 15" l x 6" w x 2" d

620 / 2 Concrete Sidewalks 272 ft 0 136 136


- The sidewalk top surface exhibits map cracking to 1/32" w at < 1' spacing, with isolated cracks to 1/8" w, andintermittent areas of delamination/incipient spalling, some around the northeast manhole cover, spalling up to 15"diameter and moderate scaling on the left sidewalk up to 1/4" d.

645 / 2 Deck Lighting System 8 each 8


-No significant deficiencies to report.

650 / 2 Utilities 10 each 9 1


- A water main in Bay 1 exhibits extensive damage to its insulation.- Two 2" diameter utility pipes in Bay 9 Span 3 Panel 1 are broken with advanced deterioration and exposedcables.

652 / 2 Asphaltic Plug Expansion Joints 121 ft 91 0 30


- Asphaltic plug joints exhibit surface abrasion, edge adhesion failure, and cracking to 1/4" w.

660 / 2 Steel Diaphragms 90 each 89 1


- Diaphragm #3 in Bay 6 of Span 1 is missing a rivet head at the southeast end.

680 / 2 Reinforced Concrete Retaining Walls 280 ft 271 8 1

- Southwest wingwall exhibits a spall that measures 12" W x 12" H x 3" D with one exposed reinforcing steel barwith up to 30% section loss. Spall is located at the waterline (refer to Photo 10).- Southwest wingwall exhibits vertical cracks up to 1/16" wide and 1/64" wide map cracking at less than 1' spacingwith associated delamination.- 04/16/2015 Inspection Note: Southeast wingwall exhibits a 15" L x 16.5" H x 1.25" D area of spalling andassociated delamination just below the railing with no exposed reinforcing steel.


Bridge Number B 303




with up to 30% section loss. Spall is located at the waterline (refer to Photo 10).- Southwest wingwall exhibits vertical cracks up to 1/16" wide and 1/64" wide map cracking at less than 1' spacingwith associated delamination.- 04/16/2015 Inspection Note: Southeast wingwall exhibits a 15" L x 16.5" H x 1.25" D area of spalling andassociated delamination just below the railing with no exposed reinforcing steel.

690 / 2 Substructure Scour and Erosion 4 each 2 2

- Along the upstream end of Pier 1, the footing is exposed over a length of approximately 6’ located 6’ to 12’downstream of the upstream nose, with no vertical exposure.- Abutment 1 exhibits areas of exposed footing from Girder 1 through 6. Vertical footing exposure is as follows:

Location 2015 Vertical Exposure 2014 Vertical ExposureGirder 1 6" 12"Girder 2 Top of footing 6"Girder 3 Top of footing 12"Girder 4 Top of footing 14"Girder 5 3" 12"Girder 6 3" Top of footingGirder 7 Not exposed Top of footing

- The flow is directed towards Pier 1 at a slight skew resulting in a scour depression that extends approximately 6’out from the upstream nose and along the south face for approximately 15'. The scour depression is up to 3’ deepat the southwest quadrant of Pier 1. - At Pier 2, there is a minor scour depression at the upstream nose with a 5’ radius x 1’ deep.-The channel bottom material consists of silt and smaller rock and is still susceptible to scour and removal duringperiods of high flow.

694 / 2 Debris on Seats 4 each 0 4


- The abutment and pier bearings are packed with drift, debris, and bird excrement which may restrict their propermovement.

700 / 2 Channel Scour 1 lumpsum

1

- The channel bottom material is susceptible to scour and removal during periods of high flow.- At Abutment 1, the channel bottom consists of cobble and rock up to 18” diameter with sand infill.- Refer to Element 690.

701 / 2 Channel Embankment Erosion 1 lumpsum

1

- No significant deficiencies.

702 / 2 Channel Aggradation 1 lumpsum

1

- At low water, there is an aggraded island along the downstream north side of Pier 2 that extends into thedownstream channel, as well as small bars along the north channel wall.- Due to aggradation, the extent of footing exposure at Abutment 1 has decreased slightly since the 2014inspection.


Bridge Number B 303




- At low water, there is an aggraded island along the downstream north side of Pier 2 that extends into thedownstream channel, as well as small bars along the north channel wall.- Due to aggradation, the extent of footing exposure at Abutment 1 has decreased slightly since the 2014inspection.

703 / 2 Channel Drift 1 lumpsum

1

- No significant deficiencies.

704 / 2 Channel Vegetation 1 lumpsum

0 1

- Minor vegetation, bushes and small diameter trees on the south upstream bank and on the small bars ofaggraded material along the north channel wall.

720 / 2 Concrete Channel Lining 200 lumpsum

165 35

- 04/16/2015 Inspection Note: Minor cracking up to 1/16" wide with spalls on the north concrete channel wall.

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

1

- Channel lining consist of grouted riprap just upstream and downstream of Abutment 1.-No significant deficiencies.

771 / 2 Asphalt Concrete Approach Pavement 1 lumpsum

1


-Approach pavement exhibits cracks to 1/4" wide and minor wheel path abrasion.


Bridge Number B 303




Waterway Measurements Referenced from:

Waterway measurements were taken along the upstream (west) fascia of the bridge and referenced from the top,outer edge of the bridge rail.

DATE:

LOCATION WATERLINE MUDLINE MUDLINE MUDLINE

9/19/2015 4/16/2015 9/7/2014

Abut 1 17.5' 19.0' 18.9' 19.0'

Mid-Span 1 17.5' 21.9' 22.5' 21.8'

Pier 1* 18.8' 22.1' 22.9' 21.6'

Mid-Span 2 18.0' 18.5' 18.5' 18.1'

Pier 2* 19.1' 19.6' 19.8' 19.7'

Mid-Span 3 Dry 16.8' 16.8' 16.6'

Abut 2 Dry 15.9' 16.9' 15.7'

NOTE: * Measurement taken from top of lamp post pedestal.Date 9/18/11 4/18/12 9/6/12Location Mudline Mudline MudlineAbut 1 18.2' 19.2' 19.0'Midspan 1 22.3' 22.3' 22.1'Pier 1 21.8' 23.2' 23.2'Midspan 2 18.2' 18.2' 18.2'Pier 2 18.3' 19.8' 19.2'Midspan 3 16.7' 16.8' 16.8'Abut 2 16.0' 16.1' 15.9'

Bridge Number B 303



Waterway Measurement Report

Photo 1: West Elevation, Looking Northeast.

B 303

09/19/2015

Bridge No.:

Date:

Photo 2: South Approach, Looking Northwest.

B 303

09/19/2015

Bridge No.:

Date:

State of Nevada

Department of Transportation

Photo 3: Overall Upstream Channel, Looking West.

B 303

09/19/2015

Bridge No.:

Date:

Photo 4: Overall Downstream Channel, Looking East.

B 303

09/19/2015

Bridge No.:

Date:

State of Nevada


Photo 5: Overall Abutment 1, Looking Southeast.

B 303

09/19/2015

Bridge No.:

Date:

Photo 6: Overall Pier 1 North Face, Looking Southwest.

B 303

09/19/2015

Bridge No.:

Date:

State of Nevada


Photo 7: Overall Pier 2 South Face, Looking Northeast.

B 303

09/19/2015

Bridge No.:

Date:

Photo 8: Typical Cracking at Abutment 1, Looking South.

B 303

09/19/2015

Bridge No.:

Date:

State of Nevada


Photo 9: Area of Section Loss at the Upstream Nose of Pier 1, Looking East.

B 303

09/19/2015

Bridge No.:

Date:

Photo 10: Spall at the Southwest Wingwall, Looking Southwest.

B 303

09/19/2015

Bridge No.:

Date:

State of Nevada


State of Nevada


Photo 11: Area of Section Loss at Abutment 2 Northwest Wingwall Joint, Looking North.

B 303

09/19/2015

Bridge No.:

Date:

CriticalityTiming Item Code Description UnitsStd.Unit

CostQuantity Unit Cost Total Cost

3 - Perform action within next 2 years

2 - Major 7500075100075SQFTRepair Spalls in

Concrete SuperstructureSuper13

•Repair spalls along deck soffit, fascia and haunches.Notes:

2 - Major 900030030300CUYDFill Scour HoleChan43

•Place designed scour countermeasures at Abutment 1 and Pier 1.Notes:

CriticalityTiming Item Code Description UnitsStd.Unit

CostQuantity Unit Cost Total Cost

4 - Perform action when time and moneypermit

1 - Minor 001--LSClean Debris from

Abutment/Pier SeatSub204

Notes:

1 - Minor 2505505LINFTSeal Crack in Asphalt

Wearing SurfaceR114

•Seal cracks in approach pavementNotes:

1 - Minor 27225225121225LINFTRemove and Replace

Expansion Joint(Asphaltic Plug Joint)

D44

•Replace asphaltic plug joints.Notes:

1 - Minor 001--LSSubstructure Graffiti

EradicationSub214

•Eradicate graffiti on concrete railings, Pier 2 wall, and Pier 1 wall.Notes:

1 - Minor 001--LSRepair/Maintain

Utility/Utility SupportsD364

•Repair broken 2" diameter utility pipes in Bay 9 Span 3 Panel 1.•Repair damaged insulation to water main in Bay 1.

Notes:

2 - Major 4600023200023SQFTRepaint Portion of Steel

SuperstructureSuper84

•Clean and paint corroding girders and diaphragms.Notes:

Bridge Number B 303



Maintenance Inspection Work Items and Costs Report

2 - Major 001--LSRepair Spalled

Substructure ConcreteSub44

•Repair spalling on pier walls, wingwalls, and abutments.Notes:

1 - Minor 163203054430LINFTRepair Spalled CurbD384

•Seal cracks in concrete curb and sidewalkNotes:

1 - Minor 319521315213LINFTRepair/Replace

Concrete Bridge RailingD314

•Repair spalls in concrete bridge railingNotes:

Bridge Number B 303



Maintenance Inspection Work Items and Costs Report

Underwater Elements Inspected and Inspected FrequencyElements Inspected Inspection Frequency

1 Abutment 1 12

2 Pier 1 12

3 Pier 2 12

4 Abutment 2 12

Inspection Procedures Used

Inspection Results

-Perform underwater inspection of two reinforced concrete abutments and two reinforced concrete pier walls routinelyevery 12 months.-Diving Mode: Water depth is shallow, perform U/W inspection by wading if water depth is <3 ft. Otherwise useappropriate diving equipment.-Diver Access Location: Southwest embankment.-Boat Required: No-Other Access Equipment Needed (i.e. ladder, rope, etc.): N/A-Anticipated Stream Flow: Weak (0-0.5kn)-Anticipated Maximum Water Depth: 3 ft-Adjust Dive Tables for Elevation: Yes-If yes, Approximate Elevation: 4,500-List unique structural details that would impact inspection: N/A-List any adjacent/nearby water control structures: Damming for bridge replacement approximately 300 yardsdownstream. Grouted riprap spillway approximately 300' upstream of bridge.-Level III inspection tools required (Ultrasonic Thickness Gauge, core drill, etc.): N/A-Take sounding from top of masonry pedestrian rail on the west (upstream) side of bridge.-Check channel bottom around abutments and piers for scour.-Check abutments and piers for new deficiencies and/or changes in pre-existing deficiencies.-Check channel for debris/obstructions.-Check embankment/slope protection condition.

* For inspection results, see commentary contained within the Element Level Inspection Report

Bridge Number B 303



Underwater Inspection Procedures Report

75A. Type Of Work

2007

3 (On Free Road)

1 (1-way traffic)

9. Location

39 ° 31 ' 28.71 "

17. Longitude

41. Posting Status A (Open)

0

5 (Waterway)

0 (No median)

0 (None)

44B. Appr. Span Design

11. Milepoint

RENO

0.000

60600 (Reno)

02 (District 02)

329 (Nevada)

7. Facility Carried

1291. Frequency

93A. FC Inspection Date

09/19/2015

30. Year of ADT

Structure Inventory and Appraisal

Bridge No.: B 303

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 4 (Steel continuous)

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

45. No. of Spans Main Unit 3

44A. Appr. Span Material 0 (Other)

00 (Other)

46. No. of Appr. Spans 0

107. Deck Type

108A. Wearing Surface

48. Length Max Span

49. Structure Length

34. Skew 15 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 0 (No navigation control on waterway (bridge permit not required))

111. Pier Protection

39. Vertical Clearance

40. Horiz. Clearance

16. Latitude

N (Feature not a highway or railroad)

90. Inspection Date 04/16/2015

92A. FC Frequency

93B. UW Inspection Date

92B. UW Frequebcy 12

93C. SI Date

92C. SI Frequency

58. Deck 3 (Serious Condition (primary structure affected))

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

60. Substructure 4 (Poor Condition (advanced deterioration))

61. Channel/Channel Prot 4 (Protect. serverly undermined.. sev. damage)

62. Culvert N (Not Applicable)

67. Struc Eval 4 (Meets minimum tolerable limits)

68. Deck Geometry 9 (Superior to present desirable criteria)

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. Transitions 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 4 (M 18 / H 20)

64. Operating Rating 47.2

66. Inventory Rating 28.1

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

27. Year Built 1937

106. Year Reconstructed 0000

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

28A. Lanes On 2

29. Avg Daily Traffic 7300

109. Truck ADT 3 %

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 2 (Eligible for National Register)

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

28B. Lanes Under

2014

8. Structure No. B 303

SR 660 SIERRA ST

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

1510000005. Inventory Route

4. Place Code

12. Base Hwy Network 0 (Inventory Route is not on the Base Network)

13A. LRS Inv Route

13B. Subroute No.

98B. % Responsibility

6 (Bituminous)

1 (Concrete Cast-in-Place)

108B. Deck Membrane

0 (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

$ 793094. Bridge Impr Cost

76. Len of Struc Impr

95. Rdwy Impr Cost $ 790

96. Total Proj Cost $ 8720

97. Year of Impr Cost

114. Future ADT 8910

115. Year Future ADT 2034

20. Toll

103. Temp Structure

104. 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.

1.9

44.0 ft.

0.0 ft.

0.0 ft.

43.9 ft.

50.9 ft.

136.2 ft.

7.87 ft.

7.87 ft.

44.0 ft.

52. Deck Width Out to Out 62.0 ft.

328 ft.

0 ft.

0 ft.

0 ft.

167.97696

201. Contract Number 493,2896

202. Seismic Risk

203. Structure Name

204. Culvert Barrel Height

205. Culvert Barrel Width

206. Culvert Barrel Length

207. Total Deck Area 8444 sq ft.

92A-1. FC Required

92B-1. UW Required

92C-1. SI Required

N

Y

N

Last Modified: 12/01/2015

208. Last AccessRequired Inspection Date

209. Access RequiredInspection Frequency

04/16/2015

12

210. Date of Next AccessRequired

04/16/2016

211. Bridge InventoryDirection

South to North

119 ° 48 ' 49.7 "

SD:FO:ERRORSufficiency Rating:

Date post:	13-Jul-2016
Category:	Documents
Upload:	reno-gazette-journal
View:	14 times
Download:	0 times

Sierra Street Bridge

Documents