Virginia Department of Transportation Structure and...

Virginia Department of Transportation Structure and Bridge

STRUCTURE INSPECTION REPORT COVER SHEET

01/24/2017 Bridge No. 8003

0Agency ID: 1108003-000000000030144 Date of Inspection: 1/24/2017

Cnty/City: Falls Church Feature Intersected: 4 Mile Run

Main Route: Van Buren Street Facility Carried: Van Buren Street

North Approach Looking South

West (Upstream) Elevation


STRUCTURE INSPECTION REPORT - COMMENTARY

Agency ID: 1108003-000000000030144 Date of Inspection: 1/24/2017

02/15/17 Bridge No. 8003

Cnty/City: Falls Church Feature Intersected: 4 Mile Run

Main Route: Van Buren Street Facility Carried: Van Buren Street

Location: 0.10 Miles North of East Columbia Street

Lead Inspector: Thomas Schilpp

Additional Inspectors: Samuel Dahle, E.I.T.

ORIENTATION Van Buren Street runs from North to South. 4 Mile Run flows West

to East.

MISCELLANEOUS (Items which are structure specific and cannot be included in another

section.)

Two cell corrugated metal pipe arch culvert (9’-3” wide x 6’-6”

high each) that carries two lanes of Van Buren St traffic (one

lane in each direction) and two parking lanes. Both ends of the

culvert have stone masonry headwalls and wingwalls. The east side

of the culvert has a sidewalk. The sidewalk is supported by two

steel beams, a steel beam pier cap with two steel beam columns,

and stone masonry abutments. The culvert cells are numbered from

North to South.

SPECIAL REQUIREMENTS (Special Equipment needed or

Special Inspections required such as: Fracture Critical, Underwater,

Fatigue Prone, Scour Critical, Moveable Bridge, Segmental

Concrete, Pin and Hanger, etc.)

None

WORK DONE Annual bridge inspection.

STRUCTURAL ANALYSIS Performed on 4/15/2014

OVERALL CONDITION Bridge No. 8003 is in overall poor condition.

RECOMMENDATIONS High Priority Repairs:

1. Install object markers at all four corners of the structure. 2. Install fence meshing at the metal railing along the sidewalk. 3. Install bridge railings that meet current standards. 4. Underpin the undermined foundation at the west headwall.

Intermediate Repairs:

1. Replace the sidewalk support system. 2. Repair the inverts of the pipes and place concrete lining up to

the spring lines.

3. In lieu of performing the above repairs, total replacement may be more feasible.

Long Term Repairs:

1. Repave the roadway over the structure and at both approaches. 2. Replace the drainage grate at the southwest corner with a

standard grate.

3. Replace missing nuts and bolts in the walls of both cells. 4. Seal the open joints in the west headwall between the cells.




02/15/17 Bridge No. 8003

5. Remove debris from upstream end of the cells.

DECK

Wearing Surface N/A

Top of Deck N/A

Bottom of Deck N/A

Curbs N/A

Median N/A

Sidewalks The sidewalk is on the east side of the structure only. The

sidewalk supports are in critical condition. The steel beams,

steel beam pier cap, and steel beam columns are all severely

deteriorated with large holes in all of the members (see Photos 1

– 3). The steel pier cap has started to crush at the west end due

to the severe deterioration of the web (see Photo 4). The sidewalk

has been closed to pedestrians, with pedestrian traffic diverted

onto the east parking lane. A temporary support was installed

adjacent to the pier in February 2015 to prevent complete failure

of the sidewalk (see Photo 5). The stone masonry abutments for the

sidewalk are in good condition. There is a metal railing along the

east side of the sidewalk.

Parapet N/A

Railing Good condition.

Drains The drainage grate at the southeast corner of the structure is

clear. The drainage grate at the southwest corner has been

replaced with a substandard steel plate with flame cut holes (see

Photo 6).

Lighting N/A

Utilities N/A

Expansion Joints N/A

CULVERT

Barrel The corrugated metal pipe arches are in poor condition. The

inverts of both pipes are severely deteriorated with large holes

throughout (see Photos 7 and 8). The invert at the upstream end of

Cell 1 has been cut out and a layer of concrete has been placed

(see Photo 9). There appears to be areas of piping under the

invert. There are isolated areas of rust staining and

efflorescence at the seams and at random bolt holes (see Photo

10). There are three (3) missing nuts and bolts in the south wall

of Cell 1 near the downstream end. There are three (3) missing

bolts and one (1) missing nut in the north wall. There are a few

missing nuts and bolts in the north and south walls of Cell 2.

There is a minor bend in the crown of Cell 1 at the upstream end.




02/15/17 Bridge No. 8003

Headwall The stone masonry headwalls are in fair condition. There are a few

minor cracks with light efflorescence in the mortar joints. The

undermined area between the cells at the west headwall has been

repaired since the previous inspection (see Photo 11). The

horizontal joints in the west headwall between the cells have

opened up in three locations up to 1 3/8” wide (compared to 3/8”

wide during the 2015 inspection cycle) (see Photos 12 and 13). The

west headwall is undermined 1’-2” long x 3” high x 1’-3”

penetration at the south end (see Photo 14).

Wingwall The stone masonry wingwalls at all four corners of the structure

are in good condition. There is light efflorescence at the mortar

joints at the southeast wingwall. There is moderate efflorescence

at the upstream end of Cell 1 on the south side.

Debris There is moderate debris at the upstream end of Cell 1 on the

south side.

Undermining The undermined area between the cells at the west headwall has

been repaired since the previous inspection (see Photo 11).

Settlement None.

Adequacy of Opening (In addition to any other notes, note

design opening remaining as a percentage.)

Bridge and roadway approaches above flood water elevations (high

water). Chance of overtopping is remote.

Adequacy of Cover Culvert is approximately under 2’-0” of fill.

CHANNEL AND SLOPE PROTECTION

Scour There is a 4’-0” long x 4’-0” wide x 1’-4” deep scour hole at the

upstream end of Cell 2 and between the pipes. This scour hole has

been partially filled-in since the previous inspection. There is

piping beneath both cells.

Embankment Erosion There is moderate erosion with up to 5’-0” high vertical cuts at

the northwest and southwest stream embankments (see Photos 15 and

16). There is minor to moderate erosion with exposed tree roots at

the southeast stream embankment.

Drift There is minor debris at the upstream ends of both cells (see

Photo 17).

Vegetation None.

Fender Systems N/A

Spur Dikes N/A

Jetties N/A

Riprap There is sparse riprap protecting the downstream embankments.




02/15/17 Bridge No. 8003

Slope Protection N/A

Adequacy of Opening Bridge and roadway approaches above flood water elevations (high

water). Chance of overtopping is remote.

FIELD POSTING

Actual Posting N/A

Legibility N/A

Visibility N/A

Advanced Warning Signs (In accordance with the latest Virginia Supplement to MUTCD)

N/A

OTHER

APPROACH PAVEMENT The roadway is in satisfactory condition. There is up to ¼” wide

map cracking throughout both approaches and over the structure

(see Photo 18). There are up to 1 1/2” deep potholes at the

pavement seams in the center of the roadway at both approaches and

over the structure. The previously noted failing patch at the

right wheel line in the southbound lane at the north approach was

not observed in this inspection. There is a 4’-0” wide x 10’-0”

long asphalt patch along the west parapet at midspan (see Photo

19). There are two (2) core hole patches in the southbound lane at

the south transition. There is a 6’-0” wide x 15’-0” long asphalt

patch in the southbound lane at the south approach; the patch is

in good condition.

TRAFFIC SAFETY FEATURES

There are no approach traffic barriers at the corners of the

bridge; however, due to physical characteristics/restrictions

installing traffic barrier may not be feasible.

Bridge Railing (0) - Not installed.

Transitions (0) - Not installed.

Approach Guardrail (0) - Not installed.

Approach Guardrail Terminal

(0) - Not installed.

OBJECT MARKERS There are no object markers at the structure.

SKETCHES




02/15/17 Bridge No. 8003




02/15/17 Bridge No. 8003

PHOTOS

East (Downstream) Elevation

South Approach Looking North




02/15/17 Bridge No. 8003

Photo 1

Photo 2




02/15/17 Bridge No. 8003

Photo 3

Photo 4




02/15/17 Bridge No. 8003

Photo 5

Photo 6




02/15/17 Bridge No. 8003

Photo 7

Photo 8




02/15/17 Bridge No. 8003

Photo 9

Photo 10




02/15/17 Bridge No. 8003

Photo 11

Photo 12




02/15/17 Bridge No. 8003

Photo 13

Photo 14




02/15/17 Bridge No. 8003

Photo 15

Photo 16




02/15/17 Bridge No. 8003

Photo 17

Photo 18




02/15/17 Bridge No. 8003

Photo 19

IDENTIFICATION - 1 PAGE 1 OF 12 S3. STRUCTURE ID : _8003_ 2. DISTRICT CODE : _A___ S1. RESIDENCY CODE :_12,332 S2. CITY OR COUNTY CODE :_110___ 3. FIPS COUNTY : _059__

4. FIPS PLACE : _610___ S4. STRUCTURE NUMBER (VA) (4) : _8003__ 5. INVENTORY ROUTE (1,1,1,5,1) : 1 5 1 00000 0 S5. LANE ON ROUTE (1) : __N___ 11. MILEPOINT (7) : _0000000 6. FEATURES INTERSECTED (24,1) : _4 MILE RUN___________ 7. FACILITIES CARRIED (18) : _VAN BUREN STREET___ 9. LOCATION (25) :_.1 MILES SOUTH OF EAST COLUMBIA STREET S6. BRIDGE NAME (25) : _______________________________ S7. HTRIS ROUTE ID. : __________________ S8. NODE S9. OFFSET : ___________ _____________

IDENTIFICATION - 2 PAGE 2 OF 12 S10. ADJACENT COUNTY OR CITY (3) : _______ S11. NPS STRUCTURE NUMBER (8) : ________ 98. BORDER BRIDGE STATE CODE (3) : ___ % RESP (2): __ 99. BORDER BRIDGE STRUCTURE NUMBER (15) : _______________ S12. SPECIAL CODES (2) : ____ S13. ORIGINAL PLAN NUMBER (7) : _______ STANDARD (16):__________ S14. RECONSTRUCTION PLAN NUMBER (7): 136-22C STANDARD (16):________ S15. MAINTENANCE RESPONSIBILITY (VA) (3) : __110__ 21. MAINTENANCE RESPONSIBILITY (FED) (2) :___04__ 22. OWNER (2) : __04__

13. LRS INVENTORY ROUTE : 0000000000 00

STRUCTURE TYPE AND MATERIAL PAGE 3 OF 12 43. STRUCTURE TYPE, MAIN (1,2) : 3 19 44. STRUCTURE TYPE, APPROACH SPANS (1,2) : 0 00 45. NUMBER OF SPANS IN MAIN UNIT (3) : _002 46. NUMBER OF APPROACH SPANS (3) : _000 S173. SPECIAL STRUCTURE TYPE (2) : __ 107. DECK STRUCTURE TYPE (1) : _N_ 108. WEARING SURFACE/ PROTECTIVE SYSTEM A. TYPE OF WEARING SURFACE (1) : _6 B. TYPE OF MEMBRANE (1) : _8 C. TYPE OF DECK PROTECTION (1) : _8 S18. EXPANSION JOINTS (1) (2) (3) (4) (5) TYPE __ __ __ __ __

SUBSTRUCTURE LAYOUT PAGE 4 OF 12 S19. ABUTMENTS (A) (B) MATERIAL & TYPE _ __ _ __ FND/PILES MAT & TYPE _ __ _ __ S20. PIER TYPE - MAIN (1) (2) (3) (4) (5) NUMBER __ __ __ __ __ MATERIAL & TYPE _ __ _ __ _ __ _ __ _ __ FND/PILES MAT & TYPE _ __ _ __ _ __ _ __ _ __ S21. PIER TYPE - APPROACH (1) (2) (3) (4) (5) NUMBER __ __ __ __ __ MATERIAL & TYPE _ __ _ __ _ __ _ __ _ __ FND/PILES _ __ _ __ _ __ _ __ _ __ DRAINAGE STRUCTURE S22. NUMBER OF BARRELS, LINE OR PIPE : 02 S23. WIDTH OR DIAMETER (FT) : 09.5 S24. HEIGHT (FT) : 6.5 S25. BARREL LENGTH (FT) : 33.5 S26. DEPTH OF FILL (FT) : 02

AGE AND SERVICE PAGE 5 OF 12 27. YEAR BUILT : _1980_ 106. YEAR RECONSTRUCTED (FED. FUNDS) : _0000_ S27. YEAR RECONSTRUCTED (STATE FUNDS): : _0000_ 42. TYPE OF SERVICE (ON) : _1____ TYPE OF SERVICE (UNDER) : _5____ 28. LANES ON STRUCTURE : _02___ LANES UNDER STRUCTURE : _00___

29. AVERAGE DAILY TRAFFIC : _1120_ 30. YEAR OF AVERAGE DAILY TRAFFIC : _2008_

109. TRUCK % AVERAGE DAILY TRAFFIC : _03__ 19. BYPASS, DETOUR LENGTH (Miles) : _01___ S32. DATE REPLACED/DELETED : ______

GEOMETRIC DATA - 1 PAGE 6 OF 12 49. STRUCTURE LENGTH (FT) : 000022 48. LENGTH OF MAXIMUM SPAN (FT) : 0022 50. CURB OR SIDEWALK - (LEFT SIDE) (FT) : 000 50. CURB OR SIDEWALK - (RIGHT SIDE) (FT) : 046 32. APPROACH ROADWAY WIDTH (W/SHOULDERS) (FT) : 030 33. BRIDGE MEDIAN (CODE) : 0 S35. WIDTH OF MEDIAN (FT) : 000 S33. BRIDGE ROADWAY WIDTH - (LEFT SIDE) (FT) : 000 S34. BRIDGE ROADWAY WIDTH - (RIGHT SIDE) (FT) : 000 51. BRIDGE ROADWAY WIDTH (CURB TO CURB) (FT) : 0295 52. DECK WIDTH OUT TO OUT (FT) : 0353 34. SKEW (DEGREES) : 13

35. STRUCTURE FLARED (CODE) : 0

GEOMETRIC DATA - 2 PAGE 7 OF 12 S43. SPECIAL PERMIT INDICATOR (CODE): _ 53. VERT. CLEAR. ON INVENTORY ROUTE - (MINIMUM) (FT) : 9999 10. VERT. CLEAR. ON INVENTORY ROUTE - (MIN. 10 FT. LANE) (FT) : 9999 47. HORZ. CLEAR. ON INVENTORY ROUTE - (GREATEST) (FT) : _295 54. VERT. CLEAR. UNDER STRUCTURE - (MINIMUM) (C FT) : N 0000 S36. VERT. CLEAR. UNDER STRUCTURE - RIGHT (OR UNDIVIDED) (C FT) : N 0000 S37. VERT. CLEAR. UNDER STRUCTURE - LEFT (C FT) : N 0000 55. LATR. CLEAR. UNDER STRUCTURE - RIGHT (OR UNDIVIDED) (C FT) : N 000 56. LATR. CLEAR. UNDER STRUCTURE - LEFT (FT) : N 000

NAVIGATION DATA 38. NAVIGATION CONTROL (CODE) : 0 111. PIER PROTECTION (CODE) : 1 39. NAVIGATION VERTICAL CLEARANCE (FT) : 000

116.VERT - LIFT BRIDGE NAV MIN VERT CLEAR (FT) : ____ 40. NAVIGATION HORIZONTAL CLEARANCE (FT) : 0000

CLASSIFICATION PAGE 8 OF 12 112. NBIS BRIDGE LENGTH : Y S38. TOTAL REPLACEMENT IND. : __ 104. HIGHWAY SYSTEM : 0 S185. VA. HIGHWAY SYSTEM : U 26. FUNCTIONAL CLASS : 09 S39. TYPE OF CONSTRUCTION : N 101. PARALLEL STRUCTURE : N S40. TYPE OF MODIFICATION : __ 102. DIRECTION OF TRAFFIC : 2 S42. TIDAL INDICATOR : N 103. TEMPORARY STRUCTURE : _ S172. INTER. SKETCH NUMBER : ___ 110. DESIGNATED NATIONAL NETWORK : 0 105. FEDERAL LANDS HIGHWAY : 0 20. TOLL INDICATOR : 3 37. HISTORICAL SIGNIFICANCE : 5 100. DEFENSE HIGHWAY : 0_ 16. LATITUDE : 38526 17.LONGITUDE : 077093 12. BASE HIGHWAY NETWORK : 0

LOAD RATING AND POSTING PAGE 9 OF 12 41. STRUCTURE OPEN, POSTED, CLOSED : A 31. DESIGN LOAD - LOW (FED) : 5 S44. DESIGN LOAD - HIGH (STATE) : 5 66. INVENTORY RATING : 051 65. ANALYSIS METHOD INV : 1 64. OPERATING RATING : 085 63. ANALYSIS METHOD OPR : 1 S45. RATED CAPACITY, SINGLE UNIT : 82 S46. RATED CAPACITY, SEMI : 99 S47. STRESS LEVEL : I S48. METHOD OF ANALYSIS : L S49. BARS NUMBER : ________ (S49B) RUN DATE: ________ 70. BRIDGE POSTING : __ S50. POSTED STATUS : __ S51. POSTED DATE : ________ S52. POSTED CAPACITY (R12-1) : ___ S53. POSTED CAPACITY (R12-5) SINGLE : ___ S54. POSTED CAPACITY (R12-5) SEMI : ___ S55. POSTING SIGN MAINTENANCE REQUIRED : __

CONDITION APPRAISAL PAGE 10 OF 12 58. DECK : N 67. STRUCTURAL EVALUATION : 4 59. SUPERSTRUCTURE : N 68. DECK GEOMETRY : 5 PAINT : N 69. UNDERCLEARANCE- VERT & HORZ: N 60. SUBSTRUCTURE : N 71. WATERWAY ADEQUACY : 9 61. CHANNEL & CHANNEL PROTECTION : 8 72. APPR. RWY. ALIGNMENT : 8 62. CULVERTS : 4 S41. HBRRP REMOVAL INDICATOR: N

SAFETY 36A. BRIDGE RAILING : 0 36B. TRANSITIONS : 0 36C. APPROACH GUARDRAIL : 0 36D. APPROACH GUARDRAIL ENDS : 0 113. SCOUR CRITICAL BRIDGES : 8 S30. EVALUATION: N S31. SCOUR CRITICAL EVALUATION RECM CD: ET REMARK: _______________

PROPOSED IMPROVEMENTS PAGE 11 OF 12 75. TYPE OF WORK (CODE) : __ _ 76. LENGTH OF STRUCTURE IMPROVEMENT (FT) : ________ 94. BRIDGE IMPROVEMENT COST (1,000) : ________ 95. ROADWAY IMPROVEMENT COST (1,000) : ________ 96. TOTAL PROJECT COST (1,000) : ________ 97. YEAR OF IMPROVEMENT COST ESTIMATE (YEAR): ______ S58. ESTIMATED ADVERTISEMENT DATE (MM/DD/YY): 114. FUTURE ADT : 1510 115. YEAR OF FUTURE ADT (YEAR) : 2038 MAINTENANCE REPLACEMENT DATA S184. PREVENTIVE MAINTENANCE CODE (CODE) : ___ S56. MAINTENANCE REPLACEMENT COST (1,000) : ________ S57. MAINTENANCE REPLACEMENT FUNDING CODE (CODE) : ___ S59. REMARKS CODE: ____ REMARKS: ______________________________________________________

INSPECTIONS PAGE 12 OF 12 90. LAST INSPECTION DATE : 01/24/2017 S60. SR. INSPECTOR CODE : _____ 91. INSPECTION FREQUENCY : 12 S61. NEXT INSPECTION DATE : 01/24/2018 S62. OTHER SPECIAL INSPECTION CLASSIFICATION : ___ 92. CRITICAL FEATURE INSPECTION (Y/N) FREQ.(93) LAST INSPECTOR NEXT A. FRACTURE CRITICAL DETAIL : N __ A. __________ ___ __________ B. UNDERWATER INSPECTION : N __ B. __________ ___ __________ C. OTHER SPECIAL INSPECTION : N __ C. __________ ___ __________ S186. PAINT CLASSIFICATION : X 188. DATE REPORT RECEIVED BY CENTRAL OFFICE : __ / __ / ____ S63. SPECIAL EQUIPMENT INDICATOR : _ S64. SPECIAL EQUIPMENT COMMENTS : _________________________ S65. SUFFICIENCY RATING : __64.9 S66. DEFICIENCY POINTS : ____._

Name: Van Buren St. over 4 Mile Run Date: 1/24/2017 Bridge No.: 8003 (2 Cell CMP)

1 2 3 41 Span(s) - All

88 sf. 88 0 0 0

25 ft. 25 0 0 050 sf. 50 0 0 0

44 ft. 0 0 12 3212 32

160 sf. 0 0 0 160160

32 ft. 23 9 0 081

50 ft. 41 5 0 45

4

2 each 0 0 0 22

77 sf. 0 19 19 3919 19 39

7 ft. 7 0 0 0

5 ft. 0 0 0 55

30 sf. 0 0 15 1515 15

3440 - Effectiveness (SPC)

SUPERSTRUCTURE

Quantity in Each Condition State

WEARING SURFACES, PROTECTIVE COATINGS/ SYSTEMS

JOINTS

Element/ Structure Unit No.

Element/Structure Unit DescriptionTotalQTY

Units

None

DECK/SLAB801 - Sidewalk

SUBSTRUCTURE

None

231 - Steel Pier Cap 1000 - Corrosion515 - Steel Protective Coating

828 - Masonry Wingwall1120 - Efflorescence /Rust Staining1610 - Mortar Breakdown (Masonry)

831 - Culvert Endwall/ Headwall1120 - Efflorescence /Rust Staining

202 - Steel Column 1000 - Corrosion515 - Steel Protective Coating

217 - Masonry Abutment

1640 - Masonry Displacement


113 - Steel Stringer

BEARINGSNone

515 - Steel Protective Coating 1000 - Corrosion


BRIDGE RAILINGS (25 ft.) (coating:2 sf/ft rail)

330 - Metal Bridge Railing 515 - Steel Protective Coating

Name: Van Buren St. over 4 Mile Run Date: 1/24/2017 Bridge No.: 8003 (2 Cell CMP)

1 2 3 41 Span(s) - All

Quantity in Each Condition State

Element/ Structure Unit No.

Element/Structure Unit DescriptionTotalQTY

Units

67 ft. 0 0 42 2542 25

1 each 0 1 0 011

2 each 0 2 0 02

1 each 11 each 11 each 1

6000 - Scour6500 - Debris

CHANNEL/CHANNEL PROTECTION

APPROACH SLABSNoneCULVERTS240 - Steel Culvert1000 - Corrosion

833 - Roadway Over Culvert 3210 - Delamination /Spall / Patched Area / Pothole (WS)3220 - Crack (Wearing Surface)

853 - Protected Slope Riprap6507 - Loss of Riprap

854 - Channel

LOAD RATING SUMMARY FORM FOR STRUCTURES INSPECTION REPORT USED FOR THIS RATING: ASSUMPTIONS/COMMENTS BY LOAD RATING ENGINEER: Comments:

1. HS-20 Truck is the controlling HS-20 load case.

2. The controlling strength for the CMP arch is the Wall Strength. Assumptions:

1. The thickness of the CMP arch measured in the field was 0.125”. However, the standard thickness close to the field measurement is 0.109” and 0.138”. As a conservative approach, 0.109” thickness is used in the rating calculations.

2. The stone headwall and pavement thicknesses are assumed as 12” and 8” respectively.

3. The weight of headwalls is distributed to per foot length of the culvert.

4. Per recent inspection, the pipe is in poor condition. Therefore, a 50% strength reduction factor is assumed.

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