5140-160P212_Redacted.pdf

STRUCTURE NO. 5140 160P

I 64 BRIDGE INSPECTION DATE: 11/3/16

STRUCTURE SUMMARY

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL: ....... NO. OF MAIN SPANS:

STEEL 4

MAIN SPAN TYPE: ............... NO. OF APPR. SPANS: ........ STRINGER/MULTI-BEAM or GIRDER 0

# OF BEAMS, MAIN SPAN: .. 5 STRUCT. TOTAL LENGTH: .. 264.0 FT (80.5 M)

DECK TYPE: ......................... MAX. SPAN LENGTH: .......... 80.0 FT (24.4 M) CONCRETE CAST-IN-PLACE

WEARING SURFACE: .......... DECK WIDTH: ...................... 38.3 FT (11.7 M) NONE

ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 30.0 FT (9.1 M)

PIER FOUNDATION(S): ........ SPREAD FTG ON BEARING MAT'L YEAR BUILT:

ABUTMENT / PIER MAT'L: ... CONCRETE YEAR RECONSTRUCTED: .. N/A

PROJ./PLAN REF. NO: ......... SKEW ANGLE: ..................... 0 °

NPS ROAD CLASS:

I-64-2(60)63 / 00000

FRACTURE CRITICAL: ........ NO

STRUCTURE HISTORY: ...... 1984-JOINT REPAIR. 1994-PAINTING OF STRUCTURAL STEEL. 2010-REPLACED SOUTH

APPROACH GUARDRAIL.

1 - PRINCIPAL PARK ROAD

LOCATION

BLUE RIDGE PARKWAY MILE POINT: ..................... 0.00 (KM PT 0.00)

STATE: ................................. VIRGINIA LOCATION: 0.2 MILES TO SKYLINE DRIVE

FACILITY CARRIED: ............ BLUE RIDGE PARKWAY

FEATURE INTERSECTED: .. I-64

STRUCTURE EVALUATION SUMMARY

This steel multi-beam bridge is in good condition overall. The main problems include moderate to severe rusting of the rail-to-post connection hardware on the railings; missing rail post connection and anchor bolts; minor to moderate rusting of the bearing devices at isolated locations; deterioration and settlement of the concrete slope protection and waterways exposing a portion of the south abutment footing; and moderate decay of the north approach guardrails with the west guardrail leaning away from the roadway.

It should be noted that the north approach rail is not attached to the bridge rail and the approach rail height does not meet the minimum height requirement of 2'-3". Consideration should be given to installing an approach guardrail system meeting current safety standards.

Repairs should be made as outlined in this report to prevent the possible development of more serious or costly problems in the future.

Since previous inspection the deck surface has been sealed to prevent water intrusion into and through the concrete deck.

INSPECTION TEAM: R. SILVESTRY, L. ELLIS

CONDITION ASSESSMENT:

REINALDO SILVESTRY, FIELD TEAM LEADER 703-404-6251

REPORT REVIEW:

MARCUS MILLER, P.E., BRIDGE INSPECTION ENGINEER 703-404-6252

REPORT APPROVAL: DATE: 3/31/17

JORGOMAI CEESAY, PH.D., P.E., BIP SUPERVISORY ENGINEER 703-404-6244

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 5140 160P

226 PRIORITY OF IMPROVEMENT D

A (Critical) - Structure is closed, in imminent danger of collapse, or presents a critical safety hazard.

B (Major) - Structure exhibits severe deterioration, presents a safety hazard, or is designated a high priority due to age and/or condition.

C (Moderate) - Structure is deficient, functionally obsolete, or requires substantial repairs to prevent a serious deficiency or unsafe condition.

D (Minor) - Structure is generally in good condition. Preventative maintenance may be required.

E (Special) - Structure is under construction or reconstruction.

ITEM

NO.

MAINTENANCE RECOMMENDATIONS

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT COST

UNIT

ESTIMATE

COST

PRELIM.

58.7 CLEAN SCUPPER AT EAST SIDE OF CENTER PIER. CLEAN DRAINAGE PIPE ALONG

CENTER PIER.

1 LS

60.11 SEAL GAP BETWEEN TOP OF SLOPE PROTECTION AND BREASTWALL AT BOTH

ABUTMENTS.

80 LF

PRELIM. MAINTENANCE TOTAL :

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST ESTIMATES

PRELIM. COST

REHAB. RECONSTR.

222.3 REPLACE NORTH APPROACH GUARDRAIL SYSTEM. 1 LS

58.6 REPLACE RAIL TO POST CONNECTION HARDWARE. 1 LS

60.9,11 REPAIR SPALLING, FRACTURING, AND DIFFERENTIAL SETTLEMENT

OF CONCRETE WATERWAYS.

1 LS

59.1 CLEAN AND PAINT BEARINGS AS NECESSARY. RESET BEAM #4

BEARING AT SOUTH ABUTMENT.

1 LS

58.1 CLEAN EXPOSED REBAR IN DECK SURFACE AND SEAL WITH

APPROVED COATING.

1 LS

CONTRACT COSTS FOR MOBILIZATION, TRAFFIC CONTROL, AND

DESIGN CONSTRUCTION ENGINEERING (70% TOTAL REHAB COST)

PLUS PARK LOCATION FACTOR.

1 LS

PRELIM. REHABILITATION/RECONSTRUCTION TOTAL :

PRELIMINARY ESTIMATE TOTAL* :

(*Includes typical contract costs for mobilization, traffic control, and design/construction engineering; but does not include detour bridges, work beyond the bridge limits, or work not listed above. Estimates are approximate and are for preliminary planning purposes only; they should not be used as a complete or final engineers estimate.)

REMARKS: Cost estimates assume that recommended actions will be combined with similar work being performed on other structures.

FIELD INSPECTION REPORT STRUCTURE NO. 5140 160P

CONDITION RATING CODES FOR ITEMS 58 - 62, 222, 223

N

NOT APPLICABLE

EXCELLENT CONDITION

VERY GOOD CONDITION - no problems noted.

GOOD CONDITION - some minor problems.

SATISFACTORY CONDITION - structural elements show some minor deterioration.

FAIR CONDITION - all primary structural elements are sound but may have minor section loss, cracking, spalling, or scour.

POOR CONDITION - advanced section loss, deterioration, spalling, or scour.

SERIOUS CONDITION - loss of section, deterioration, spalling, or scour have seriously affected primary structural components. Local failures are possible.

Fatigue cracks in steel or shear cracks in concrete may be present.

CRITICAL CONDITION - advanced deterioration of primary structural elements. Fatigue cracks in steel or shear cracks in concrete may be present or scour may have removed substructure support. Unless closely monitored it may be necessary to close the structure until corrective action can be taken.

“IMMINENT” FAILURE CONDITION - major deterioration or section loss present in critical structural components or obvious vertical or horizontal movement affecting structure stability. Structure is closed to traffic but corrective action may return structure to light service.

FAILED CONDITION - out of service; beyond corrective action.

CONDITION RATING CODE EQUIVALENTS FOR SUB-ELEMENTS

G = GOOD (CODES 7 - 9) F = FAIR (CODES 5 - 6) P = POOR (CODES 0 - 4)

58. DECK 7

DECK SLAB1. G

EXPANSION JOINTS2. G

WEARING SURFACE3. N

RIDEABILITY4. G

CURBS, SIDEWALKS, AND MEDIAN 5. G

PARAPETS AND/OR RAILINGS6. F

DRAINS AND DRAINAGE7. F

UTILITIES8. G

DEFLECTION AND/OR VIBRATION9. G

OTHER10. N

59. SUPERSTRUCTURE 7

BEARING DEVICES1. F

GIRDERS OR BEAMS2. G

ARCH(ES) OR SLAB(S)3. N

FLOOR BEAMS AND STRINGERS4. N

TRUSSES5. N

DIAPHRAGMS AND BRACING6. G

7. PAINT G

FASCIA(E)8. N

DEFLECTION AND/OR VIBRATION9. G

ALIGNMENT10. G

OTHER11. N

60. SUBSTRUCTURE 7

ITEM REFERENCE AND REMARKS

ABUTMENTS

58.1 NEW WEARING SURFACE SEAL SINCE PREVIOUS INSPECTION

MINOR TRANSVERSE CRACKING WITH EFFLORESCENCE ON DECK

UNDERSIDE AT ISOLATED LOCATIONS; THROUGHOUT UNDERSIDE

OF OVERHANGS.

58.2, 60.4 MINOR ACCUMULATION OF DEBRIS IN COMPRESSION SEAL

EXPANSION JOINTS, PRIMARILY IN SHOULDERS. ISOLATED

LOCATIONS OF LOOSE COMPRESSION SEAL. WATER STAINING ON

ABUTMENT BACKWALLS INDICATE JOINT LEAKAGE.

58.5 MINOR TRANSVERSE CRACKING OF CURBS. WIDESPREAD MINOR

WIDESPREAD MAP CRACKING OF EAST SIDEWALK.

58.6 MINOR VERTICAL CRACKING OF OUTSIDE FACE OF PARAPETS AT

SOME RAIL POSTS. MODERATE TO SEVERE RUSTING OF RAIL TO

POST CONNECTION HARDWARE THROUGHOUT. MINOR IMPACT

DAMAGE TO NORTH END OF EAST RAILING, TOP RAIL. MISSING

ANCHOR BOLT FOR EAST RAIL POST #2 (SPAN #1). MISSING RAIL TO

POST CONNECTION HARDWARE AT WEST RAIL POST #19 (SPAN #2);

LOOSE HARDWARE AT WEST RAIL POST #33 (SPAN #4).

58.7 SCUPPER AT EAST SIDE OF CENTER PIER AND CORRESPONDING

DRAIN PIPE ARE CLOGGED.

58.8 CONDUIT FOR SIGN LIGHTING ATTACHED TO BEAM #1 IN SPAN #2

AND TO EAST COLUMN AT PIER #1.

11.

1 0.

9.

8.

7.

6.

5.

4.

3.

2.

1.

12. OTHER

SLOPE PROTECTION

SETTLEMENT OR DEFLECTION

EROSION AND/OR SCOUR

EXPANSION JOINTS

WEEP HOLES

WINGWALLS

FOUNDATIONS

BACKWALLS AND/OR BULKHEADS

CAPS AND/OR BEARING SEATS

PILE BENTS

BREASTWALLS OR COLUMNS

(CONCRETE FTG)

G

N

G

G

G

G

N

N

F

G

F

N

PIER(S)

G 13. WALLS AND/OR COLUMNS

N 14. PILE BENTS

G 15. CAPS AND/OR BEARING SEATS

N 16. FOUNDATIONS

G 17. EROSION AND/OR SCOUR

G 18. SETTLEMENT OR DEFLECTION

N 19. OTHER

ITEM REFERENCE AND REMARKS

61. CHANNEL N

1. ALIGNMENT

2. EROSION AND/OR SCOUR

3. CHANNEL PROTECTION

4. WATERWAY OBSTRUCTIONS

5. OTHER

6. ADEQUACY OF OPENING

7. NORMAL VELOCITY

8. AVERAGE CLEAR OPENING

9. STREAM BED COMPOSITION :

222. APPROACHES 6

OTHER 9.

ALIGNMENT 8.

SIGNS7.

SETTLEMENT6.

EROSION5.

SURFACING 4.

APPROACH GUARDRAIL 3.

RELIEF JOINTS 2.

APPROACH SLABS 1. G

N

F

F

G

F

N

G

F

223. RETAINING WALL

(GATES)

N

OTHER6.

SETTLEMENT OR DEFLECTION5.

EROSION AND/OR SCOUR 4.

FOUNDATION 3.

WEEP HOLES 2.

WALL1.

36. TRAFFIC AND SAFETY FEATURES

APPROACH GUARDRAIL ENDSD.

APPROACH GUARDRAILSC.

TRANSITIONSB.

BRIDGE RAILINGSA. 1

TRAFFIC SAFETY RATING CODES

N

Does not meet standards or a safety feature is required and none is provided.

Meets currently acceptable standards.

Not applicable or a safety feature is not required.

59.1 MODERATE RUSTING OF BEARING ANCHOR BOLTS BELOW SOLE

PLATE, BEAM #2 AT NORTH ABUTMENT; MINOR AT BEAM #1 AT

SOUTH ABUTMENT. BEAM #4 BEARING AT SOUTH ABUTMENT

EXPANDED AT APPROXIMATELY 40°F WITH 1/4" REMAINING

BETWEEN ANCHOR BOLTS AND SLOTS; MINOR SHEAR

DEFORMATION OF ELASTOMERIC PAD.

MINOR FRECKLED RUSTING OF MASONRY PLATE EDGES AT ALL

PIERS. MINOR TO MODERATE RUSTING OF SOLE PLATES WITH

MINOR RUST SCALE, SPAN #2 AT NORTH PIER AND SPAN #3 AT

CENTER PIER. SLIGHT EXPANSION OF SPAN #2 BEARINGS AT

NORTH PIER AT APPROXIMATELY 40°F; MINOR SHEAR

DEFORMATION OF ELASTOMERIC PADS. SPAN #3 ANCHOR BOLTS AT

CENTER PIER BENT SOUTH; BEARINGS APPEAR NEUTRAL.

(UNABLE TO VERIFY CONDITION OF BEARINGS, BEARING PADS, AND

CONDITION OF BEAMS AT BEARING AREAS DURING THIS

INSPECTION).

59.2,7 ISOLATED AREAS OF PEELING PAINT AND MINOR RUSTING OF

EXPOSED METAL ON TOP OF BOTTOM FLANGES AND BOTTOM OF

WEBS.

60.1,4 MINOR VERTICAL CRACKING WITH EFFLORESCENCE ON ABUTMENT

BREASTWALLS AND BACKWALLS; MINOR MAP CRACKING OF

BACKWALLS. MINOR SPALL WITH EXPOSED REBAR DUE TO

INSUFFICIENT COVER ON WEST END OF SOUTH ABUTMENT

BREASTWALL

60.6 MODERATE SPALL ON TOP OF NORTHEAST WINGWALL AT

EXPANSION JOINT HAS BEEN PATCHED SINCE PREVIOUS

INSPECTION.

MODERATE MAP CRACKING WITH MINOR EFFLORESCENCE ON

NORTHWEST WINGWALL.

60.9,11 MINOR SLOUGHING OF RIPRAP SLOPE PROTECTION AT BOTH

ABUTMENTS. SOUTH ABUTMENT CONCRETE SLOPE PROTECTION

SLAB PULLING AWAY FROM BREASTWALL, 4" AT EAST SIDE, 8" AT

WEST SIDE WITH TOP OF FOOTING EXPOSED 4'L X 1" H AT WEST

END.

MINOR TO MODERATE SPALLING AND FRACTURING OF CONCRETE

WATERWAYS ON BOTH SIDES OF SOUTH ABUTMENT SLOPE AT TOP

AND BOTTOM; UP TO 3" DIFFERENTIAL SETTLEMENT OF

WATERWAYS WITH UP TO 3" OF LATERAL MISALIGNMENT.

60.13 MINOR HONEYCOMBING OF PIER COLUMNS.

222.1 MINOR RANDOM CRACKING OF APPROACH SLABS. END 4' OF

NORTH APPROACH SLAB COVERED WITH ASPHALT; MODERATE

TRANSVERSE CRACKING OF ASPHALT AT END OF APPROACH SLAB.

ADDITIONAL ITEM REFERENCE AND REMARKS

222.3 MODERATE DECAY OF NORTH APPROACH TIMBER GUARDRAIL. MINOR CHECKING OF TIMBER RAILS.

NORTHWEST GUARDRAIL IS LEANING WEST APPROXIMATELY 15 DEGREES FROM VERTICAL.

222.4 MINOR TRANSVERSE CRACKING OF SOUTH APPROACH PAVEMENT ALONG END OF APPROACH SLAB. MINOR

LONGITUDINAL CRACKING OF NORTH APPROACH PAVEMENT IN SOUTHBOUND LANE. FULL LENGTH

TRANSVERSE CRACK OF NORTH APPROACH PAVEMENT.

222.5,6 MODERATE SETTLEMENT OF EAST SIDEWALK AT SOUTH APPROACH TOWARD ROADWAY.

222.9 REFLECTIVE TAPE FLAKING ON MOVABLE BARRICADE GATES AT SOUTH APPROACH.

36.B,C,D NORTH APPROACH TIMBER GUARDRAIL NOT ATTACHED TO STRUCTURE AND DOES NOT MEET CURRENT

STRENGTH SPECIFICATIONS. APPROACH RAILING HEIGHT OF 1'-4" DOES NOT MEET CURRENT MINIMUM HEIGHT

SPECIFICATION OF 2'-3" FOR TRAFFIC BARRIERS.

STRUCTURE NO. 5140 160P

INSPECTION DATE: 11/3/16

TRUCK TYPE

TONS

INVENTORY RATING (NORMAL TRAFFIC)

METRIC TONS METRIC TONSTONS

OPERATING RATING (MAXIMUM LOAD)

H

HS

TYPE 3

TYPE 3S2

TYPE 3-3

DESIGN LOADING:

DATE OF LOAD RATING CALCULATION:

LOAD RATING CONTROLLED BY:

REMARKS:

CAPACITY MEETS OR EXCEEDS DESIGN LOAD

CAPACITY IS LESS THAN DESIGN LOAD

ORIGINAL LOAD RATING CALCULATION APPLICABLE

ORIGINAL LOAD RATING CALCULATION REVISED

INTERIOR GIRDER SPAN #3

6/15

X

X

STRUCTURE LOAD RATING

I 64 BRIDGE

H20 (M18)

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 5140 160P

STRUCTURE IDENTIFICATION

(201) PARK: BLUE RIDGE PARKWAY (1) STATE: ....................................... 513 - VIRGINIA (VA)

(202) STRUCTURE NAME: .......... I-64 BRIDGE (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND: ............1 - BRIDGE (3) COUNTY CODE: ........................ 015 - AUGUSTA

(4) CITY/PLACE CODE:

(204) STRUCTURE NUMBER: ..... 5140-160P

(205) NPS REGION: .................... 4 - SOUTHEAST (5) INVENTORY ROUTE:

(206) ROUTE CODE NUMBER: ... 1 (6) FEATURES INTERSECTED:....... I-64

(207) ROAD SECTION NO: ..........160P (7) FACILITY CARRIED: .................. BLUE RIDGE PARKWAY

(208) NPS ROAD CLASS: ............ 1 - PRINCIPAL PARK ROAD (8) STATE STRUCTURE NO: .......... 5140160P0000000

(209) WITHIN NPS BNDRY?: ....... YES (9) LOCATION: ................................ 0.2 MILES TO SKYLINE DRIV

(210) OPERATING UNIT: ............. JAMES R. (10) INV. RTE. - MIN. VERT. CLR: .. 99.99 FT (99.99 M)

(211) PROJECT NO(S): ................ I-64-2(60)63 (11) MILE POINT: ............................. 0.00 (KM PT 0.00)

(212) DRAWING NUMBERS: ....... 00000 (27) YEAR BUILT:

(21) MAINTAINED BY: ................. 66 - NATIONAL PARK SERVICE (106) YEAR RECONSTRUCTED: .... N/A

(22) OWNER: ............................... 66 - NATIONAL PARK SERVICE (20) TOLL: ........................................ 3 - FREE ROAD

(37) HISTORICAL DESIGNATION: .. 5 - NOT ELIGIBLE

STRUCTURE DESCRIPTION, FOUNDATION, AND DECK TYPE

(43A) MAIN STR. MATERIAL: ..

(43B) MAIN STR. TYPE:

(45) NO. OF MAIN SPANS:

(48) MAX. SPAN LENGTH:

(49) STRUCTURE LENGTH:

(216A) ABUTMENT #1 FDN:

(216B) ABUTMENT #2 FDN:

(217A) PREDOM. PIER FDN.: ..

(217B) SECOND. PIER FDN: ...

(107) DECK TYPE:

3 - STEEL

02 - STRINGER/MULTI-BEAM or GIRDER

80.0 FT (24.4 M)

264.0 FT (80.5 M)

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

1 - CONCRETE CAST-IN-PLACE

(44A) APPR. STR. MATERIAL: ........ 0 - OTHER

(44B) APPR. STR. TYPE: ................ 00 - OTHER

(46) NO. OF APPROACH SPANS: .. 0

(108) WEAR SURFACE/PROTECT SYSTEM:

A) TYPE WEARING SURFACE: .. 0 - NONE

B) TYPE MEMBRANE: ................. 0 - NONE

C) TYPE PROTECTION:

0 - NONE

YES(218) IS SALT USED?:

LOAD RATING AND POSTING

(31) DESIGN LOAD:

4 - H20 (M18) (41) LOAD RESTRICTION:

A - OPEN, NO RESTRICTION

(66) INVENTORY RATING: ...... 43.0 TONS (39.0 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 73.0 TONS (66.2 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 11/16 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: N - 0 - NONE (A) FRACTURE CRITICAL: ... NO

INSP. EVERY: MONTHS - LAST INSP. : (220) SPECIAL STUDY TYPE: 0 - NONE

(B) UNDERWATER: .............. NO

(221) SPECIAL STUDY DATE:

INSP. EVERY: MONTHS - LAST INSP. :

(C) SPECIAL INSPECTION: .. NO

INSP. EVERY: MONTHS - LAST INSP. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 5140 160P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 38°01'58.50" (51) CURB TO CURB WIDTH: ........... 30.0 FT (9.1 M)

(17) LONGITUDE: ......................... 78°51'32.50" (52) DECK WIDTH: ............................ 38.3 FT (11.7 M)

(19) DETOUR LENGTH: ............... 20 MI (32 KM) (32) APPR. ROADWAY WIDTH: ........ 38.0 FT (11.6 M)

(28A) LANES ON STRUCT: .......... 02 (213) APPR. PAVEMENT WIDTH: ..... 22.0 FT (6.7 M)

(28B) LANES UNDER STRUCT: ... 04 LEFT SHOULDER: .................. 8.0 FT (2.4 M)

(42A) SERVICE ON: ..................... 1 - HIGHWAY RIGHT SHOULDER: ................ 8.0 FT (2.4 M)

(42B) SERVICE UNDER: .............. 1 - HIGHWAY (33) BRIDGE MEDIAN: ....................... 0 - NO MEDIAN

(29) AVG. DAILY TRAFFIC: .......... 640 (34) SKEW ANGLE: ............................ 0 °

(30) YEAR OF ADT: ...................... 2012 (35) DECK FLARE?: ........................... NO

(114) FUTURE ADT: ..................... 704 (47) TOTAL HORIZ. CLEARANCE: .... 30.0 FT (9.1 M)

(115) YEAR OF FUTURE ADT: ..... 2032 (50) SIDEWALKS:

(101) PARALLEL STRUCTURE: ... N - NONE LEFT : ...................................... 5.0 FT (1.5 M)

(38) NAVIGATION CONTROL?: ... N RIGHT : ................................... 0.0 FT (0.0 M)

(39) VERTICAL CLEARANCE: ...... 0.0 FT (0.0 M) (214) BRIDGE RAIL TYPE:

(40) HORIZ. CLEARANCE: ........... 0.0 FT (0.0 M) RAIL CONFIGURATION: ......... 1 - FULL HEIGHT (NO PARAPE

(111) ABUT. OR PIER PROT: ....... MATERIAL: .............................. 6 - ALUMINUM

DESIGN TYPE: ........................ 1 - CONTINUOUS RAIL

LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 17.0 FT (5.2 M) (215) BRIDGE RAIL HEIGHT: ............ 3.42 FT (1.04 M)

(56) LEFT: ......................... 17.0 FT (5.2 M) (53) MIN. VRT. CLEAR. OVER DECK: 99.99 FT (99.99 M)

(54) MIN. VRT. UNDERCLEARANCE: 16.83 FT (5.13 M)

CONDITION AND APPRAISAL DATA, PROPOSED IMPROVEMENTS, AND COST

(58) DECK:

(59) SUPERSTRUCTURE:

(60) SUBSTRUCTURE:

(61) CHANNEL: ..........................N

(62) CULVERT: ........................... N

(222) APPROACHES:

(223) RETAINING WALL: ........... N

(36) TRAFFIC SAFETY FEAT: ... 1000

(75A) TYPE OF WORK:

(75B) WORK DONE BY:

(76) IMPROVEMENT LENGTH: ..

(67) STRUCTURAL EVALUATION:

(68) DECK GEOMETRY:

(69) UNDERCLEARANCES:

(71) WATERWAY ADEQUACY:

(72) APPROACH ALIGNMENT:

(113) SCOUR CRITICAL:

(225) PURPOSE OF IMPROVEMENT:

(226) PRIORITY OF IMPROVEMENT:

(227) MAINTENANCE COST:

(228) REHAB./RECONSTR. COST: ...

(229) CONSTRUCTION COST:

N

N - Not over waterway.

2 - REHAB/RECONSTRUCTION

D - MINOR

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

1984-JOINT REPAIR. 1994-PAINTING OF STRUCTURAL STEEL. 2010-REPLACED SOUTH APPROACH GUARDRAIL.

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

http:78�51'32.50 http:38�01'58.50

APPENDIX STRUCTURE NO. 5140 160P

PHOTOGRAPHS STRUCTURE NO. 5140 160P

PHOTO #1 - LOOKING SOUTHBOUND TOWARD ROANOKE (PHOTO

FROM 10/30/2014 INSPECTION REPORT)

PHOTO #2 - WEST SIDE

PHOTO #3 - GENERAL TOPSIDE VIEW

LOOKING NORTH; WEARING SURFACE HAS

BEEN RESEALED SINCE PREVIOUS

INSPECTION, INCLUDING APPROACHES

PHOTO #4 - GENERAL VIEW OF EXPANSION

JOINT OVER ABUTMENT #2; WEARING

SURFACE AND JOINT HAS BEEN SEALED

SINCE PREVIOUS INSPECTION

PHOTO #5 - EXPANSION JOINT OVER

ABUTMENT #2 EXTENDING THROUGH

CONCRETE CURB; NOTE DEBRIS

ACCUMULATION IN JOINT

I 64 BRIDGE INSPECTION DATE: 11/3/16

STRUCTURE NO. 5140 160P

PHOTO #6 - TYPICAL CORROSION OF RAIL TO

POST CONNECTION HARDWARE; EAST

RAILING SHOWN; ALSO NOTE MISSING RAIL

TO POST CONNECTION HARDWARE

PHOTOGRAPHS

PHOTO #7 - MISSING ANCHOR BOLT FOR EAST RAIL POST #2

PHOTO #8 - DECK DRAIN AT EAST SIDE OF PIER #2 IS CLOGGED

STRUCTURE NO. 5140 160PPHOTOGRAPHS

PHOTO #9 - NORTHWEST GUARDRAIL IS LEANING WEST; ALSO NOTE

TYPICAL DECAY OF NORTH APPROACH TIMBER GUARDRAIL AND

TYPICAL CHECKING OF TIMBER RAILS

PHOTO #10 - TYPICAL TIMBER GUARDRAIL TRANSITION TO CONCRETE

PARAPET; NORTH END SHOWN

PHOTO #11 - GENERAL UNDERSIDE VIEW

LOOKING NORTH, SPAN #3

PHOTO #12 - TYPICAL TRANSVERSE

CRACKING ON DECK UNDERSIDE; BAY #3

NEAR EAST SIDE

PHOTO #13 - SPALL IN OVERHANG OVER PIER #1 WITH EXPOSED

REBAR

PHOTO #14 - TYPICAL ISOLATED AREAS OF PEELING PAINT AND

RUSTING OF EXPOSED METAL IN BOTTOM OF BEAM WEBS; WEST SIDE

OF BEAM #2 IN SPAN #3 AT SOUTH PIER SHOWN (PHOTO FROM

PHOTO #15 - BEAM #4 BEARING AT SOUTH ABUTMENT EXPANDED

(PHOTO FROM 10/30/2014 INSPECTION REPORT)

PHOTO #16 - TYPICAL DETERIORATION OF BEARINGS AND BEARING

PAD AT SOUTH ABUTMENT

PHOTO #17 - TYPICAL DETERIORATION OF BEARINGS AND BEARING

PAD AT NORTH ABUTMENT

PHOTO #18 - SHEAR DEFORMATION OF BEARING #1 AT NORTH

ABUTMENT

PHOTO #19 - GENERAL VIEW OF SOUTH ABUTMENT

PHOTO #20 - TYPICAL CRACKING OF ABUTMENT BACKWALLS & STUB;

ALSO NOTE EFFLORESCENCE BUILD-UP; NORTH ABUTMENT SHOWN

PHOTO #21 - TYPICAL SETTLEMENT OF PAVED DRAINAGE PATH; DRAIN

IS FRACTURED INTO SEPARATE SECTIONS; EAST SIDE OF SOUTH

ABUTMENT SLOPE SHOWN

PHOTO #22 - GENERAL VIEW OF NORTH PIER, NORTH SIDE