VIRGINIA DEPARTMENT OF TRANSPORTATION NORTHERN VIRGINIA DISTRICT

Transcription

1 VIRGINIA DEPARTMENT OF TRANSPORTATION NORTHERN VIRGINIA DISTRICT STATE BRIDGE NO CITY OR COUNTY 053 LOUDOUN TYPE OF BRIDGE REPORT: REGULAR INSPECTION JANUARY 2016 BRIDGE NAME: DIRECTION: FOREST MILLS ROAD OVER TRIBUTARY OF CROOKED RUN LOOKING DOWNSTREAM, ABUTMENT A ON LEFT ROUTE NO.: INSPECTION INTERVAL: 12 MONTHS

2 The above load rating data was provided by the VDOT District Office.

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5 BRIDGE INSPECTION REPORT SUMMARY REGULAR Inspection Frequency: 12 Months County/City: Loudoun Feature Intersected: Tributary of Crooked Run Main Route: Facility Carried: Forest Mills Road Lead Inspector: David W. Kee Location: 0.05 miles from Route miles to Route 722 PE Stamp of Reviewer Signature of Lead Inspector David W. Kee Signature of Reviewer David L. McDonald, P.E. SPECIAL REQUIREMENTS Underwater Inspection Fatigue Prone Details Segmental Concrete Fracture Critical Scour Critical Pin & Hanger Movable Bridge CONDITION RATINGS FIELD POSTING TRAFFIC SAFETY FEATURES Deck: 5 Sign Legibility: G Bridge Railings: 0 Superstructure: 4 Sign Visibility: G Transitions: 0 Substructure: 4 Capacity Sign R12-1 (Tons): N Approach Guardrail: 0 Channel/Channel Prot.: 5 Capacity Sign R12-5 Approach Guardrail Ends: 0 Culvert: N Single (Tons): 10 Semi (Tons): 14 YEAR PAINTED 1979 ELEMENT CONDITION STATE DATA No. Description Env. Unit State 1 State 2 State 3 State 4 State 5 Total 32 Timber Deck w/ AC Overlay Low SF Open Girder/stringer with Timber Deck Low LF Other Pier Wall Low LF Other Abutment Low LF Reinforced Concrete Pier Cap Low LF Scour (Smart Flag) Low EA Section Loss (Smart Flag) Low EA Debris in Channel (Smart Flag) Low EA 1 1 Attachments Inspection Notes Photographs Channel Profile Clearance Sheet Sketches

6 BRIDGE INSPECTION REPORT COVER PHOTOGRAPHS Abutment B (west) approach. Beam 1 side (north) elevation. Page 1

7 BRIDGE INSPECTION REPORT COMMENTARY County/City: Loudoun Feature Intersected: Tributary of Crooked Run Main Route: Facility Carried: Forest Mills Road Location: 0.05 miles from Route 841 Oakland Green Road 0.75 miles to Route 722 Lincoln Road Lead Inspector: David Kee Additional Inspectors: Gilberto Rosado P.E., James Lytal, Mitchel Ripple DESCRIPTION ORIENTATION Two Simple Multi-Steel Beam Spans with Timber Deck with Asphalt Overlay. Total Structure Length = 67. Looking downstream, Abutment A is on the left (east towards Route Oakland Green Rd. approach) and Abutment B is on the right (west towards Route 772 Lincoln Road). Looking from Abutment A to Abutment B, beams are numbered from right (north) to left (south) Beam 1 to Beam 5. Spans are numbered from Abutment A to Abutment B Span 1 to Span 2. Water flows to south. The above orientation is consistent with the previous report. MISCELLANEOUS (Items which are structure specific and cannot be included in another section.) GPS Coordinates: N 39º ; W 77º Year Built Changes since last inspection are denoted in italicized and underlined font. This structure has previously been screened for Asbestos Containing Material. Inspection of this structure started on 1/16/16 and returned on 1/31/2016 and 2/1/16 to finish inspection. Channel profile was not checked during this inspection because of abnormal water level (1/16/16) and because of the ice/snow in channel during the 1/31/16 and 2/1/16 inspection days. Previous channel profile sheet from 5/9/15 is attached. 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.) Waders used to access abutments, pier, and superstructure. WORK DONE Beam 5 curb replaced at Abutment A end. Beams have been retrofitted with plates, channels and angles. Approaches have been regraded. Tree in Span 1 side of pier and some vegetation have been cleared. STRUCTURAL ANALYSIS Load Rating Summary Sheet reviewed, new analysis is recommended due superstructure retrofits. Page 2

8 BRIDGE INSPECTION REPORT COMMENTARY OVERALL CONDITION RECOMMENDATIONS Poor, due to: No Traffic Safety Features in place. Severe corrosion with holes in beam ends at abutments and pier. However, retrofits have been installed (welded) to beams. Missing load posting signs at bridge at Abutment B. One Lane Bridge warning sign not present at Abutment B side at bridge. Object marker fallen over at Abutment B, Beam 1 side. Worn timber deck in areas of missing asphalt overlay. Decay, splits, and checks in curbs with loose and damaged connections to deck. Paint system failed on all beams with active corrosion throughout. Vertical cracks on both abutment backwalls. Loss of bearing area under beams at abutments and pier due to spalls. Scour below mid-span of both spans. Debris on abutment seats, upstream and downstream channel, and below bridge. Potholes on approaches. High Priority Repairs 1. Consider installing traffic safety features, LS. 2. Place One Lane Bridge sign near Abutment B, 1 EA. 3. Place load posting signs at bridge, 1 EA. 4. Reinstall fallen object marker at Abutment B, Beam 1, 1 EA. 5. Repair corrosion holes and areas of significant section loss in beams, LS. 6. Recast concrete bearing seats, 3 CF. Intermediate Repairs 1. Clean and paint all steel beams, 330 LF. 2. Patch wide cracks on abutment backwalls, 4 LF. 3. Provide protection on embankments to prevent future erosion, LS. 4. Resurface deck, LS. 5. Replace timber curbs, 134 LF. Long Term Repairs 1. Remove silt deposits and timber debris, LS. 2. Regrade both approaches, LS. 3. Remove debris from top of deck, LS. 4. Consideration should be given to replace this bridge with a 2 lane bridge. Page 3

9 BRIDGE INSPECTION REPORT COMMENTARY DECK Wearing Surface Top of Deck Bottom of Deck Curbs Poor, due to: Asphalt surface, 1/4 1/2 thick are worn out with up to 45% of timber surface exposed, particularly at wheel lines. Accumulation of debris up to 2 D, along both curbs and centerline. Fair, due to: Areas exposed to traffic worn up to 1/2 D, with 3/16 D hammer penetration. (See Photo 1) Three deck clips are bent upward on Abutment B end of bridge. Fair, due to: Penetration with hammer 1/8. White rot and moss growth, particularly towards Abutment B. Span 1 o Splits and checks up to 1/32 W throughout. o Notches for ties in span, C - channel beam. o o 3 rd plank from Abutment A backwall, Bay 3 Shake 1-0 L x 3 W x up to 1 D. Five areas of decay near 1 st diaphragm from pier, each up to 3 L x 1-0 W x 1/2 D. Poor, due to: Longitudinal splits up to 1/8 W, throughout both sides. Beam 1 side o Abutment A corner Decayed and broken mounting block. o Span 1 Split at mid-span, 1-0 L x 1 W x 1 D. o Section 4 Checking on top face up to 1 W, 9 LF x 1/4 D. o Abutment B end Checks 1/8 W and split up to 1-0 L x 1/2 W. Beam 5 side o Section 2 Broken section, 8 LF. (See Photo 2) o Span 2, section 3 Section is damaged on outside face. Page 4

10 BRIDGE INSPECTION REPORT COMMENTARY SUPERSTRUCTURE Bearings Girders, Beams or Slabs N/A, Beams rest directly on substructure. Poor, due to: Beams are 15 D, Span 1 and all beams in Span 2 are steel I-beams. Beam 3 in Span 1 is double steel back to back channels. Except for beams at pier in Span 2, all beams have been strengthened at ends with either channels, plates, or double angles for up to 3 LF. See Component Detail Sheets for information on beam defects and location of retrofits. (See Photos 3 to 12) Major deflection noticeable under some vehicular loads, Spans 1 and 2. Temporary timber blocking in place between beams with significant section loss at abutments. (See Photo 3) All beams at abutment and pier supports exhibit rust scale, with up to 1/16 section loss, evident for end 3 LF, supports on both flanges and webs. All other areas on beams exhibit surface rust and rust scale with pitting on top and bottom flanges and on webs. (See Photos 3 to 12) Beam anchor bolts and nuts missing, Abutment A and pier, Span 1 side, except on exterior side of Beam 1 at pier; remaining bolts and nuts have up to 15% section loss with heavy corrosion and rust scale. Span 1 o Abutment A end, Beams 2 and 3 Bottom flange strengthening plates are becoming detached at ends of beams. o Beam 1 Bowed approximately 1 out of plane toward downstream. o Beams 2 and 5 Bowed out of plane approximately 1/8. Span 2 o Beam 1 Permanent deflection of up to 1 on both sides of bottom flange. (See Photo 13) Beam is swept upwards up to ½ and up to ½ towards the downstream side. o Beam 2 Permanent deflection of up to 1/2. Diaphragms Bracing Paint Good No deficiencies noted. (only in Span 1 at 1/4 point from Abutment A and pier) Good, except for: (iron rods with hooks at each end at mid-span) Span 1 o Beam 1 Bracing connection is bent up to 2. o Beam 3 Heavy corrosion with section loss along ties throughout. Poor, due to: Paint system failed on all beams. Page 5

11 BRIDGE INSPECTION REPORT COMMENTARY SUBSTRUCTURE ABUTMENTS Backwalls Bearing Seats Breastwall Poor, due to: Abutment A, Bay 3 Vertical crack 1/4 W, 1-3 H. Abutment B o Bay 2 Diagonal crack 1 W, 1 LF. o Bay 3 Vertical full-height crack 1/8 W with edge spalling. (See Photo 14) o Bay 4 Vertical crack 1/16 W, 1-0 L. Spall (2 L x 5 H x 1/2 D) Poor, due to: Abutment A Spalls below the following beams, resulting in loss of bearing with beams not fully resting on bearing seats o Beam 1 Up to 3 L x 1-0 W x 4 H. o Beam 2 Up to 1 L x 8 W x 1-1/2 H. o Beam 3 Up to 4 L x 1-4 W x 6 H. o Beam 5 1/2 L x 5 W x 1/2 H. Spalls below the following beams at Abutment B o Beam 1 o 10 L x 2 W x 3 back. o At top Spall (5 L x 8 W x 1 H) resulting in loss of bearing with beam not fully resting on seat. o Beam 5 6 L x up to 11 H x 2 back. Abutment B o Accumulation of flood debris up to 1-0 H. Fair, due to: Typical rubble masonry wall with up to 1/4 W, cracking joints and deterioration of voids, mortar joints. Solid wood block anchored into Abutment A, water level, with decay. Erosion/Scour/Undermining Undermining below Abutment B, upstream end through Bay 3, 6 back under x up to 8 H, filled with mud and silt material. (See Photo 15) PIERS Settlement Bearing Seats None detected. Poor, due to: Spalls below beams, Span 1 face, pier resulting in loss of bearing with beams not fully resting on bearing seats o Beam 1 Up to 5 L x 4 W x 1 H. o Beam 2 Up to 5 L x 1-8 W x 1 H. o Beam L x 1-8 W x 1/2 H. On upstream side of retrofit horizontal leg full-width x 3 wide with loss of bearing area. o Beam 4 Up to 1-6 L x 2-0 W x up to 5 H. (See Photo 16) o Beam 5 Up to 8 L x 1-6 W x up to 2-1/2 H. Spalls below beams, Span 2 face, pier, resulting in loss of bearing, with beams not fully resting on seats o Beam 1 1 L x 7 W x 3 H. o Beam 2 Up to 1-8 L x up to 1-8 W x 3 H. o Beam L x 1-4 W x up to 1-1/2 H. Page 6

12 BRIDGE INSPECTION REPORT COMMENTARY o Beam 4 1/2 L x 1-6 W x 2-1/2 H. o Beam 5 1/2 L x 7 W x 2 H. Beams 2 and 3, Span 2 No longer seated on pier, due to seat spalls, up to 1/8 gap below Beam 2 and up to 1/2 gap below Beam 3. Walls Footings Erosion/Scour/Undermining Settlement Fair, due to: Rubble masonry walls with up to 1/4 W, cracks, light efflorescence, mortar joints and deterioration and voids in joints. Not visible. No deficiencies noted. No deficiencies noted. CHANNEL AND SLOPE PROTECTION Scour Channel scour up to 12-0 L x 12-0 W x 3-0 D, below both spans, near mid-span. Embankment Erosion Upstream o Channel meandering, creating erosion on Abutment A side, with exposed roots, 20-0 L x 2-0 W x up to 6-0 H, partially vegetated over, and up to 3 cut back. o Erosion from Abutment B, 40 LF x 8-0 H, 3 cut back with exposed roots. Downstream Erosion up to 8-0 H, 3 cut back with exposed roots on Abutment A side, approximately 100 D/S. (See Photo 17) Drift Upstream Fallen trees, up to 2-6 Dia. across channel, approximately 100 U/S. Sediment accumulation up to 1-10 D below Span 1. See attached Channel Profile Sheet. Flood debris on Abutment B seat, between beams, Bays 1-3, Span 1, and trapped in curb openings on top of deck. Minor debris at pier. Downstream o Fallen trees across channel approximately 60 D/S from Abutment A. o Rock and silt island, with tree growth and flood debris, in front of Span 1, 30 LF x 15-0 W x up to 2-0 H. o Rock accumulation for up to 1-0 H, front of Span 2. o Logs and drift, pier on Span 2 side. o Silt Island, 8-0 L x 4-0 W x 1-6 D near Abutment B. o Drift on embankment with several trees, up to 3-0 Dia on Abutment B side. (See Photo 18) Vegetation Vegetation growth at U/S end, Abutment B breastwall. Rip Rap/Slope Protection Adequacy of Opening Good No deficiencies noted. (grouted riprap along pier) Insufficient Creek tops bridge during floods with signs of overtopping, Abutment B side and flood debris on deck. Page 7

13 BRIDGE INSPECTION REPORT COMMENTARY FIELD POSTING Actual Posting No postings at bridge. One Lane Bridge posting at Abutment A and B approaches and are located too far from the bridge. R12-5 Posting Single: 10 T and Semi: 14 T at both approaches: o Abutment A approach Near intersection with Rte. 841 (Oakland Green Rd.) and it located too far from the bridge. (See Photo 19) o Abutment B approach No sign posted at bridge, however sign is posted approximately 1000 from Abutment B. Abutment B approach One Lane Bridge posting approximately 1,200 from bridge. Legibility Visibility Advanced Warning Signs (In accordance with latest version of the Virginia Supplement to the Manual of Uniform Traffic Control Devices (MUTCD), Part 2 Signs, Section 2B.59) OTHER APPROACH ITEMS TRAFFIC SAFETY FEATURES Bridge Railing Transitions Approach Guardrail Approach Guardrail Terminal Good No deficiencies noted. Good No deficiencies noted. Advance warning sign postings (Single: 10 T and Semi: 14 T) at both approaches: o Abutment A Advance warning near intersections for Rte. 784 (Ward Hill Rd.) and Rte. 841 (Oakland Green Rd.). o Abutment B Posted at Route 722 (Lincoln Rd.) intersection. Fair, due to: Potholes, up to 8 SF x up to 3 D scattered throughout Abutment A approach. 0 Does not meet current standards. No bridge railing present. (See Photo 20) 0 Does not meet current standards. No approach guardrail transitions present. 0 Does not meet current standards. No approach guardrails present. 0 Does not meet current standards. No approach guardrail end treatments present. OBJECT MARKERS Object markers are loose and coming out of ground with minor force. Abutment B, Beam 1 side Object marker has fallen over (Found during the second day of inspection). (See Photo 21) Page 8

14 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 1 Timber deck is worn up to 1/2 D where exposed by asphalt wear. Photo 2 Broken section of curb, Beam 5 side, Section 2. Page 9

15 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 3 Severe corrosion to bottom flange with retrofits on Beam 1, at Abutment A. Note temporary timber blocking. Photo 4 Multiple retrofits to Beam 1 end at Abutment A. Page 10

16 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 5 Corrosion hole with retrofits on Beam 2, Span 1, at pier. Photo 6 Corrosion hole and retrofit on Beam 4 at Abutment A. Page 11

17 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 7 Severe corrosion to bottom flange with retrofits on Beam 5 at Abutment A. Photo 8 Multiple retrofits to Beam 5 end at Abutment A. Page 12

18 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 9 Corrosion and retrofit on Beam 3, Span 1 at pier. Photo 10 Corrosion and retrofit on Beam 4, Span 1 at pier. Page 13

19 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 11 Corrosion hole with retrofit on Beam 3, Span 2 at pier. Photo 12 Corrosion hole with retrofit on Beam 3 at Abutment B. Page 14

20 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 13 Vertical deflection of Beam 1, Span 2. Photo 14 Vertical crack in Abutment B, Bay 3 backwall. Page 15

21 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 15 Undermining of Abutment B Breastwall at upstream end. Photo 16 Spall in bearing seat on pier, Span 1 side under Beam 4. Page 16

22 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 17 Erosion on downstream bank, Abutment A side. Photo 18 Drift on embankment, Abutment B side. Page 17

23 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 19 Abutment A approach load posting sign. Photo 20 Abutment A approach has no traffic safety features installed. Note also potholes on approach. Page 18

24 BRIDGE INSPECTION REPORT PHOTOGRAPHS Photo 21 Fallen object marker, Abutment B approach, Beam 1 side, found during second day of inspection. Page 19

25 BRIDGE INSPECTION REPORT CHANNEL PROFILE SHEET FOREST MILLS ROAD OVER TRIBUTARY OF CROOKED RUN UPSTREAM CHANNEL PROFILE (LOOKING DOWNSTREAM) W.S. = 7.7 W.S. =7.7 STA: ; Abut A STA: ; CL Curb Support STA: ; CL Curb Support STA: ; CL Curb Support STA: ; CL Curb Support STA: ; Pier Span #1 Face STA: ; Pier Span #2 Face STA: ; CL Curb Support STA: ; CL Curb Support STA: ; Abut B 2015 PROFILE 2013 PROFILE 2012 PROFILE 1987 PROFILE Readings Taken at Face of Abutments and Pier and at Curb Supports; Distance is to Top of Curb Page 20

26 BRIDGE INSPECTION REPORT CHANNEL PROFILE SHEET Upstream Channel Readings Station Location Abutment A CL Curb Support CL Curb Support Mid-span CL Curb Support CL Curb Support Pier Span #1 Face Pier Span #2 Face CL Curb Support Mid-span CL Curb Support Abutment B Page 21

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39 VIRGINIA DEPARTMENT OF TRANSPORTATION Intra-Departmental Memorandum Structure Preventative Maintenance Form To: From: Scott Brumfield NOVA Bridge Maintenance Manager Chee How, PE (Acting) District Bridge Safety Engineer Date: Route: Over: Tributary of Crooked Run City/County: 053 Loudoun Structure No: Inspected By: Volkert, Inc. Inspection Date: 01/16/2016 Inspection by the District Bridge Safety Inspection Team has revealed that the reference bridge requires Preventative maintenance. These items, with cost estimates are: Approximate Cost Date Work Performed Performed By Clean Deck X Seal Expansion Joints Clean Abutment Seats Clean Pier Seats X X Clean Bearings Clean Truss Panel Points Clean Debris from Scuppers Clean Other Sand and rock deposits under Span 1. X *Clear Debris Drift against pier and trees fallen across U/S and D/S channel. X Other (Identify) *May include removing silt from boxes/culverts/pipes, removing debris between steel beams or at piers. The above deficiencies were corrected on the dates indicated. Signature: NOVA Bridge Maintenance Manager Once the above deficiencies have been corrected, please forward the original of this form to the District Structure and Bridge Engineer.