2011 BRIDGE INSPECTION REPORT

Transcription

1 2011 BRIDGE INSPECTION REPORT BYRD PARK PUMP STATION BRIDGE OVER KANAWHA CANAL April 2011 FINAL December 2011 Looking - from Abutment B to Abutment A Prepared by: WHITMAN, REQUARDT, & ASSOCIATES, LLP 9030 Stony Point Pkwy, #220 Richmond, VA Note: The railing depicted in this report has been replaced since Repair plans reflect the current railing which will be replaced with currently advertised repair project.

2 Page 1 Cnty/City: Richmond Feature Intersected: Kanawha Canal Main Route: Main Access to Power Facility Carried: House Location: Lead Inspector: L. Cundiff, P.E. Signature of Team Leader: Additional Inspectors: M. Bolt B. Cole Main Access to Power House (Gated drive intersecting Pump House Drive) Electronic Copy SPECIAL REQUIREMENTS Fracture Critical Fatigue Prone Details Pin & Hanger 36 TRAFFIC SAFETY FEATURES 1. Bridge Railing 0 2. Transition 0 3. Approach Guardrail 0 4. Approach Guardrail Terminal 0 58 DECK 6 59 SUPERSTRUCTURE 4 60 SUBSTRUCTURE 4 61 CHANNEL & CHANNEL PROTECTION 4 62 CULVERT N FIELD POSTING R12-1 ( Ton) N R12-5 Type 3 ( Ton) N R12-5 Type 3S2 ( Ton) N 1. Legibility N 2. Visibility N See page 22 for a description of the rating system.

3 Page 2 Looking - from Abutment B to Abutment A Looking - from Abutment A to Abutment B

4 Page 3 Looking- Downstream Looking Upstream

5 Page 4 COMPONENT RATINGS 36 TRAFFIC SAFETY FEATURES 60 SUBSTRUCTURE 4 1. Bridge Railing 0 1 Abutment 2. Transition 0 1A. Wings G 3. Approach Guardrail 0 1B. Backwall G 4. Approach Guardrail Terminal 0 1C. Bearing Seats - 1D. Breast Wall F 58 DECK 6 1E. Weep Holes - 1. Wearing Surface G 1F. Footing G 2. Deck Structural Condition G 1G. Piles - 3. Curbs F 1H. Erosion/Scour/Undermining F 4. Median - 1I. Settlement G 5. Sidewalks - 2 Piers or Bents 6. Parapet - 2A. Caps G 7. Railing P 2B. Bearing Seats - 8. Drains F 2C. Columns, Stem or Wall F 9. Lighting Standards - 2D. Footing G 10. Utilities F 2E. Piles Expansion Joints or Devices P 2F. Bracing - 2G. Erosion/Scour/Undermining G 59 SUPERSTRUCTURE 4 2H. Settlement G 1. Bearing Devices F 3 Pile Bents 2. Stringers - 3A. Caps - 3A. Girder or Beams General P 3B. Bearing Seats - 3B. Diaphragms or Cross Frames G 3C. Piles - 3C. Bracing - 3D. Bracing - 4. Floor Beams - 5A. Trusses General - 61 CHANNEL & CHANNEL PROTECTION N 5B. Portals - 1. Channel Scour - 5C. Bracing - 2. Embankment Erosion - 6. Paint - 3. Drift - Year Painted ( 1987 ) 4. Vegetation - 7. Machinery (Movable Span) Fender System - 6. Spur Dikes & Jetties - 7. Rip Rap Or Slope Protection - 8. Adequacy of Opening - FIELD POSTING R12-1 ( Ton) R12-5 Type 3 ( Ton) R12-5 Type 3S2 ( Ton) 1. Legibility N 2. Visibility N * Not Visible

6 Page 5 DESCRIPTION ORIENTAION MISCELLANEOUS (Items which are structure specific and cannot be included in another section.) Two reinforced concrete beam spans, 66-9 long total. Looking upstream, Abutment A is on the Left. Beams are numbered from left to right looking at Abutment B. Bridge Coordinates N 37 32'10" W 77 29'7" 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.) WORK DONE STRUCTURAL ANALYSIS OVERALL CONDITION An extension ladder was used to facilitate access to the structure. Some conduits on structure could potentially contain asbestos. None. Load Rating Poor The condition rating of Poor is primarily resulting from the beam condition (Photos 8, 16 and 19) and the deck drainage and expansion joint condition which will allow the beams to deteriorate more quickly. RECOMMENDATIONS Repair - Replace/modify rail to meet current standards - Perform joint reconstruction at Abutment B - Close utility with open junction box - Repair delaminated/spalled areas of concrete on superstructure and substructure - Extend deck drains beyond bottom of beam - Replace scoured material and provide scour protection - Remove debris in stream bed reducing hydraulic opening Monitor - Inspections of the bridge should be established on a set interval.

7 Page 6 DECK Top of Deck Bottom of Deck Curbs Railing Utilities Drains Expansion Joints Fair Poor Fair Fair Poor - 9SF of delaminated concrete in Span 2. (Photo #6) - 5SF of delaminated/spalled concrete in Span 1 adjacent to Beam SF of delaminated/spalled concrete in Span 1 adjacent to Beam SF of delaminated concrete on north curb and 13SF of delaminated concrete on south curb. - Hand rail does not meet current standards. - Hand rail deflected approximately 4 on north side. (Photo #4) - 2 posts damaged at base on south side. (Photo #3) - Rail to post connection failure at Abutment B on north side. (Photo #5) - North deck overhang (Photo #15) 6-6 diameter utility line (possibly containing asbestos) 1-3 diameter utility line - South deck overhang (Photo #16) 3-3 diameter utility lines 1 6 diameter gas line - Junction box on 3 diameter utility under southern deck overhang is open with exposed wiring. (Photo #17) - Drains are flush with exterior face of curb. (Photo #7) - No deficiencies noted at Abutment A joint. (Photo #2) - Joint at Abutment B has failed. (Photo #1)

8 Page 7 SUPERSTRUCTURE Bearings Devices Fair - Bearings at Abutment A are misaligned transversely by ½. (Photo #20) GIRDERS, BEAMS OR SLABS Beams Poor - 70SF delaminated/spalled concrete with exposed corroded rebar along Beam 1 in Span SF delaminated/spalled concrete with exposed corroded rebar along Beam 3 in Span 1. (Photos #8 and #19) - 20SF delaminated/spalled concrete along Beam 1 in Span SF delaminated/spalled concrete along Beam 2 in Span SF delaminated/spalled concrete along Beam 3 in Span 2. - Up to 20% section loss in bottom row of reinforcing steel. Diaphragms - No deficiencies noted. SUBSTRUCTURE ABUTMENTS Wings - No deficiencies noted. Backwalls - No deficiencies noted. Breastwall Fair - Abutment A is notched to accommodate conduits.(photo #13) - Entire face of Abutment B is delaminated. (Photo #11) - Entire top of Abutment B breastwall is delaminated. Footings - No deficiencies noted. Undermining Fair - Scour at downstream end of Abutment B approximately 1 foot under footing by 8 feet along abutment. (Photos #11 and #12)

9 Page 8 Settlement PIERS Caps Walls Footings Fair - No deficiencies noted. - No deficiencies noted. - Pier 1 is notched to accommodate conduits on north side of structure.(photo #14) - 9SF delaminated/spalled concrete on Span 1 side of Pier 1. (Photo #9) - 10SF delaminated/spalled concrete on Span 2 side of Pier 1. (Photo #10) - 5SF delaminated/spalled concrete on southern face of Pier 1. - No deficiencies noted. Undermining - No deficiencies noted. Settlement - No deficiencies noted. CHANNEL AND SLOPE PROTECTION Channel Fair - Debris has collected under bridge.(photo #18) Vegetation - No deficiencies noted. Slope Protection - None in place.

10 Page 9 FIELD POSTING Actual Posting - Not Posted. Legibility - N/A Visibility - N/A Advanced Warning Signs (In accordance with Traffic Engineering Division Memorandum MM-313 and MM-314 dated 2/24/2003) OTHER APPROACH PAVEMENT TRAFFIC SAFETY FEATURES RAILING TRANSITION APPROACH GUARDRAIL APPROACH GUARDRAIL TERMINAL Fair - N/A - Deterioration in approach pavement and failed expansion joint at Abutment B. (Photo #1) - Does not meet current standards - N/A - N/A - N/A OBJECT MARKERS - None

11 Page 10 Load Rating A load rating was completed for the bridge following the AASHTO method outlined in The Manual for Bridge Evaluation. Based on this method, a structure receives two different ratings in ASD, inventory and operating. AASHTO defines inventory rating as: The inventory rating level generally corresponds to the customary design level of stresses but reflects the existing bridge and material conditions with regard to deterioration and loss of section. Load ratings based on the Inventory level allow comparisons with the capacity for new structures and, therefore, result in a live load, which can safely utilize an existing structure for an indefinite period of time. AASHTO defines operating rating as: Load ratings based on the operating rating level generally describe the maximum possible live load to which the structure may be subjected. Allowing unlimited numbers of vehicles to use the bridge at Operating level may shorten the life of the bridge. An HS20 design truck was modeled for the rating with a total vehicular weight of 36 tons. Following AASHTO s method the following results were found for an HS20 truck: Load Rating Results (Tons) Inventory Operating Span Span The superstructure s operating rating is greater than 36 tons, indicating that the structure is capable of taking the applied load indefinitely on an occasional basis. Continued deterioration can compromise the load carrying capacity greatly.

12 Page 11 PHOTOS PHOTO #1 Deterioration in approach pavement and failed expansion joint at Abutment B PHOTO #2 Expansion joint at Abutment A

13 Page 12 PHOTO #3 Typical crack on curb and railing post failure PHOTO #4 Deflection of approximately 4 in handrail

14 Page 13 PHOTO #5 Rail to post connection failure PHOTO #6 Concrete delamination on top of deck

15 Page 14 PHOTO #7 Typical deck drain in curb PHOTO #8 Abutment A elevation showing spalling in Span 1 with exposed rebar

16 Page 15 PHOTO #9 Span 1 elevation of Pier 1 showing spalling PHOTO #10 Span 2 elevation of Pier 1 showing delamination

17 Page 16 PHOTO #11 Abutment B elevation showing delamination along entire face and scour at downstream footing PHOTO #12 Scour at downstream footing of Abutment B

18 Page 17 PHOTO #13 Notch chipped out at Abutment A to accommodate utility lines PHOTO #14 Notch chipped out at Pier 1 to accommodate utility lines exposing rebar

19 Page 18 PHOTO #15 7 Utility lines on north side of bridge PHOTO #16 4 Utility lines on south side of bridge

20 Page 19 PHOTO #17 Open junction box exposing electrical lines PHOTO #18 Typical debris collecting under bridge

21 Page 20 PHOTO #19 Typical spalling with exposed rebar on beam PHOTO #20 Typical bearing at Abutment A misaligned transversely ½

22 Page 21 STREAM PROFILE

23 Page 22