Report_2_Bridge_Inspection_Bard_Rock_Bridge.pdf

BRIDGE INSPECTION REPORT

BARD ROCK BRIDGE

NPS ROUTE 11 OVER NEW YORK CENTRAL RR

VANDERBILT MANSION NATIONAL HISTORIC SITE

LE

STRUCTURE NO. 1797-002P

INSPECTION TYPE: ROUTINE

INSPECTION DATE: 7/22/14

Report prepared by: NS

Federal Highway Administration Federal Lands Bridge Office Bridge Inspection and Management Program 21400 Ridgetop Circle Sterling, Virginia 20166 http://www.efl.fhwa.dot.gov/FLHBO/BIP http://www.efl.fhwa.dot.gov/FLHBO/BIP

STRUCTURE SUMMARY STRUCTURE NO. 1797-002P

BARD ROCK BRIDGE INSPECTION DATE: 7/22/14

BRIDGE IDENTIFICATION AND DESCRIPTION

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

MAIN SPAN TYPE: ............... TRUSS - THRU NO. OF APPR. SPANS:

# OF BEAMS, MAIN SPAN: .. 2 STRUCT. TOTAL LENGTH: .. 72.0 FT (21.9 M)

DECK TYPE: ......................... CONCRETE CAST-IN-PLACE MAX. SPAN LENGTH: .......... 72.0 FT (21.9 M)

WEARING SURFACE: .......... OTHER DECK WIDTH: ...................... 15.7 FT (4.8 M)

ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 12.0 FT (3.7 M)

PIER FOUNDATION(S): ........ N/A YEAR BUILT:

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

PROJ./PLAN REF. NO: ......... 11(1) / SKEW ANGLE: ..................... 0 °

NPS ROAD CLASS: .............. 1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL: ........ YES

STRUCTURE HISTORY: ...... 1996 - NEW SLURRY SEAL COAT ON DECK. 1996 - NEW APPROACH GUARDRAIL. 2006 - NEW

FIBER REINFORCED LIGHTWEIGHT CONCRETE WEARING SURFACE, REPAIRS TO

LOCATION

VANDERBILT MANSION NATIONAL HISTORIC SITE MILE POINT: ..................... 0.41 (KM PT 0.66)

STATE: ................................. NEW YORK LOCATION: 0.5 MILES FROM MANSION

FACILITY CARRIED: ............ NPS ROUTE 11

FEATURE INTERSECTED: .. NEW YORK CENTRAL RR

STRUCTURE EVALUATION SUMMARY

This structure is a concrete-encased steel pony truss bridge, and is owned by CSX. The structure was rehabilitated in 2006, and remains in good condition overall.

Some problems with the bridge persist, however, including deterioration of the east abutment masonry mortar joints;

an incorrect load posting sign; deterioration of several approach guardrail posts; a large tree leaning toward the northwest wingwall; and vegetation growing on the wingwalls. Corrective measures for these problems should be taken as outlined in this report.

INSPECTION TEAM: M. REGER, J. BUCK

CONDITION ASSESSMENT:

MICHAEL REGER, P.E., FIELD TEAM LEADER 703-948-1424

REPORT REVIEW :

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

REPORT APPROVAL: DATE: 11/25/14

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 1797-002P

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

B (Major) - Structure is seriously deficient or presents a safety hazard, but can remain in service at reduced loads or with frequent inspections.

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.

D226 PRIORITY OF IMPROVEMENT

ITEM

NO.

MAINTENANCE RECOMMENDATIONS

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT COST

UNIT

ESTIMATE

COST

PRELIM.

60.1,6 REPOINT EAST ABUTMENT MASONRY JOINTS. 75 LF 0

222.3 REPLACE DETERIORATED APPROACH GUARDRAIL POSTS AS NECESSARY. 15 EA

60.6 REMOVE TREE LEANING TOWARD NORTHWEST WINGWALL. REMOVE

VEGETATION GROWING ON WINGWALLS.

1 LS

222.7 RE-POST BRIDGE FOR 6 TON LOAD LIMIT. 1 LS

PRELIM. MAINTENANCE TOTAL :

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST ESTIMATES

PRELIM. COST

REHAB. RECONSTR.

PRELIM. REHABILITATION/RECONSTRUCTION TOTAL :

COST ESTIMATE SUMMARY

PRELIM. MAINTENANCE TOTAL:

PRELIM. REHABILITATION TOTAL:

PRELIM. RECONSTRUCTION TOTAL: ..

TOTAL ITEMIZED COSTS:

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 the recommended actions will be combined with similar work being performed on other structures.

FIELD INSPECTION REPORT STRUCTURE NO. 1797-002P

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

CONDITION RATING CODE EQUIVALENTS FOR SUB-ELEMENTS

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 CODES FOR ITEMS 58 - 62, 222, 223

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.

N

58. DECK

ITEM REFERENCE AND REMARKS

OTHER

ALIGNMENT

DEFLECTION AND/OR VIBRATION

FASCIA(E)

DIAPHRAGMS AND BRACING

TRUSSES

FLOOR BEAMS AND STRINGERS

ARCH(ES) OR SLAB(S)

GIRDERS OR BEAMS

BEARING DEVICES

59. SUPERSTRUCTURE

OTHER

DEFLECTION AND/OR VIBRATION

UTILITIES

DRAINS AND DRAINAGE

PARAPETS AND/OR RAILINGS

CURBS, SIDEWALKS, AND MEDIAN

RIDEABILITY

WEARING SURFACE

EXPANSION JOINTS

DECK SLAB

ABUTMENTS

60. SUBSTRUCTURE

1.

10.

2.

3.

4.

5.

6.

7.

8.

9.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

PAINT

11.

N N N G G N N N G

N G

G G G G N G

N

N

G

G

58, 59 BRIDGE SUPERSTRUCTURE CONCRETE ENCASEMENT HAS

RECENTLY BEEN REHABILITATED.

58.2,3 DECK JOINT AND ARMORING AT WEST END. CONTROL JOINTS AT

PANEL SEAMS.

58.5,6,7 MINOR TO MODERATE CRACKING WITH SOME DELAMINATION OF

CURBS THROUGHOUT. MINOR ACCUMULATION OF SOIL IN

CURBLINES. CONCRETE-ENCASED TRUSSES SERVE AS PARAPETS

AND ARE STRUCTURALLY ADEQUATE FOR THIS PURPOSE.

58.7,8 ALL DECK DRAINS HAVE BEEN PLUGGED AS PART OF

REHABILITATION. UNDERGROUND TELEPHONE CABLE BY WEST

ABUTMENT AND OVERHEAD LINES EAST OF EAST ABUTMENT.

59.4 FLOOR BEAM AND STRINGER ENCASEMENT CONCRETE HAS BEEN

REPAIRED.

59.5 MINOR TO MODERATE HORIZONTAL AND VERTICAL CRACKING AND

EFFLORESCENCE ALONG TOP OF CONCRETE ENCASEMENT FOR

TRUSSES; SEVERAL PATCHES ALSO PRESENT.

60.1,6 EAST ABUTMENT IS MASONRY, WEST ABUTMENT IS CONCRETE.

MODERATE TO SEVERE DETERIORATION OF EAST ABUTMENT

BREASTWALL AND WINGWALL MORTAR JOINTS WITH WATER

STAINING. MINOR TO MODERATE HORIZONTAL CRACKING OF

WEST ABUTMENT BREASTWALL.

60.3 MINOR SPALLING OF WEST ABUTMENT BEARING SEAT WITH

EFFLORESCENCE (NOT OBSERVED DURING THIS INSPECTION).

SOIL ACCUMULATION AND VEGETATION GROWTH ON BEARING

SEATS.

60.5,9 MODERATE EROSION HAS EXPOSED FOOTING OF WEST

ABUTMENT; MINOR DETERIORATION OF FOOTING CONCRETE.

BREASTWALLS OR COLUMNS1. F

PILE BENTS2. N

CAPS AND/OR BEARING SEATS3. G

BACKWALLS AND/OR BULKHEADS4. G

FOUNDATIONS5. G

WINGWALLS6. F

WEEP HOLES7. G

EXPANSION JOINTS8. N

EROSION AND/OR SCOUR9. F

SETTLEMENT OR DEFLECTION10. G

SLOPE PROTECTION11. N

OTHER 12. N

PIER(S)

N13. WALLS AND/OR COLUMNS

N14. PILE BENTS

N15. CAPS AND/OR BEARING SEATS

N16. FOUNDATIONS

N17. EROSION AND/OR SCOUR

N18. SETTLEMENT OR DEFLECTION

N19. OTHER

INSPECTION DATE: 7/22/14

STRUCTURE NO. 1797-002P FIELD INSPECTION REPORT

BARD ROCK BRIDGE

ITEM REFERENCE AND REMARKS

AVERAGE CLEAR OPENING 8.

7. NORMAL VELOCITY

ADEQUACY OF OPENING 6.

5. OTHER

4. WATERWAY OBSTRUCTIONS

CHANNEL PROTECTION3.

EROSION AND/OR SCOUR2.

ALIGNMENT1.

61. CHANNEL N

9. STREAM BED COMPOSITION :

222. APPROACHES 7

OTHER 9.

ALIGNMENT 8.

SIGNS7.

SETTLEMENT 6.

EROSION5.

SURFACING4.

APPROACH GUARDRAIL 3.

2. RELIEF JOINTS

APPROACH SLABS1. N

N F G G G G G N

223. RETAINING WALL N

OTHER 6.

SETTLEMENT OR DEFLECTION5.

EROSION AND/OR SCOUR4.

FOUNDATION3.

WEEP HOLES2.

1. WALL

36. TRAFFIC AND SAFETY FEATURES

APPROACH GUARDRAIL ENDSD.

APPROACH GUARDRAILSC.

TRANSITIONSB.

BRIDGE RAILINGSA. 1

60.6 MINOR TO MODERATE CRACKING WITH EFFLORESCENCE ON WEST

ABUTMENT WINGWALLS. MODERATE VEGETATION GROWING

ALONG ALL WINGWALLS. LARGE TREE BEHIND AND LEANING

TOWARD NORTHWEST WINGWALL; TREE COULD FALL AND STRIKE

BRIDGE AT SOME POINT.

222.3 STEEL-BACKED TIMBER GUARDRAILS AND WIRE MESH SAFETY

FENCE AT BOTH APPROACHES. MODERATE TO SEVERE DECAY OF

5 TIMBER POSTS AT WEST APPROACH, 10 AT EAST APPROACH.

CHAIN LINK AND WROUGHT IRON FENCING ALONG EAST

EMBANKMENT.

222.4 APPROACH PAVEMENT IS IN GOOD CONDITION OVERALL.

222.6 MINOR SETTLEMENT OF EMBANKMENT AT BOTH SIDES OF WEST

ABUTMENT BACKWALL.

222.7 SIGNS AT EAST APPROACH:

"ONE LANE BRIDGE"

"15 TON LIMIT"

POSTED LIMIT EXCEEDS LOAD RATING.

36.B APPROACH GUARDRAILS ARE NOT CONNECTED TO STRUCTURE.

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.

STRUCTURE LOAD RATING STRUCTURE NO. 1797-002P

TRUCK TYPE

INVENTORY RATING (NORMAL TRAFFIC) OPERATING RATING (MAXIMUM LOAD)

TONS METRIC TONS TONS METRIC TONS

H 5 5 6 5

HS 9 8 12 11

TYPE 3 6 6 8 7

TYPE 3S2 8 7 10 9

TYPE 3-3 10 9 12 11

DESIGN LOADING: UNKNOWN

X CAPACITY MEETS OR EXCEEDS DESIGN LOAD

CAPACITY IS LESS THAN DESIGN LOAD

X ORIGINAL LOAD RATING CALCULATION APPLICABLE

ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION: 8/91

LOAD RATING CONTROLLED BY: CAPACITY OF CONCRETE-ENCASED STEEL TRUSSES

REMARKS:

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 1797-002P

STRUCTURE IDENTIFICATION

(201) PARK: VANDERBILT MANSION NATIONAL HISTORIC SITE (1) STATE: ....................................... 362 - NEW YORK (NY)

(202) STRUCTURE NAME: .......... BARD ROCK BRIDGE (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND: ............ 1 - BRIDGE (3) COUNTY CODE: ........................ 027 - DUTCHESS

(204) STRUCTURE NUMBER: ..... 1797-002P (4) CITY/PLACE CODE:

(205) NPS REGION: .................... 3 - NORTHEAST (5) INVENTORY ROUTE:

(206) ROUTE CODE NUMBER: ... 11 (6) FEATURES INTERSECTED:....... NEW YORK CENTRAL RR

(207) ROAD SECTION NO: .......... 002P (7) FACILITY CARRIED: .................. NPS ROUTE 11

(208) NPS ROAD CLASS: ............ 1 - PRINCIPAL PARK ROAD (8) STATE STRUCTURE NO: .......... 1797002P0000000

(209) WITHIN NPS BNDRY?: ....... YES (9) LOCATION: ................................ 0.5 MILES FROM MANSION

(210) OPERATING UNIT: ............. NONE (10) INV. RTE. - MIN. VERT. CLR: .. 99.99 FT (99.99 M)

(211) PROJECT NO(S): ................ 11(1) (11) MILE POINT: ............................. 0.41 (KM PT 0.66)

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

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

(22) OWNER: ............................... 27 - RAILROAD (20) TOLL: ........................................ 3 - FREE ROAD

(37) HISTORICAL DESIGNATION: .. 2 - ELIGIBLE FOR REGISTER

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

10 - TRUSS - THRU

72.0 FT (21.9 M)

72.0 FT (21.9 M)

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

6 - N/A

6 - N/A

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: .. 9 - OTHER

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

C) TYPE PROTECTION: .............. 0 - NONE

(218) IS SALT USED?: ..................... NO

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 0 - UNKNOWN (41) LOAD RESTRICTION: ......... P - POSTED FOR LOAD

(66) INVENTORY RATING: ...... 9.0 TONS (8.2 METRIC TONS) (70) BRIDGE POSTING: .............. 0 - POSTING REQUIRED

(64) OPERATING RATING: ...... 12.0 TONS (10.9 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 7/14 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: N - 0 - NONE (A) FRACTURE CRITICAL: ... YES

INSP. EVERY: 24 MONTHS - LAST INSP. : 7/14 (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. 1797-002P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 41°48'18.60" (51) CURB TO CURB WIDTH: ........... 12.0 FT (3.7 M)

(17) LONGITUDE: ......................... 73°56'36.10" (52) DECK WIDTH: ............................ 15.7 FT (4.8 M)

(19) DETOUR LENGTH: ............... 0 MI (0 KM) (32) APPR. ROADWAY WIDTH: ........ 13.0 FT (4.0 M)

(28A) LANES ON STRUCT: .......... 01 (213) APPR. PAVEMENT WIDTH: ..... 13.0 FT (4.0 M)

(28B) LANES UNDER STRUCT: ... 00 LEFT SHOULDER: .................. 0.0 FT (0.0 M)

(42A) SERVICE ON: ..................... 1 - HIGHWAY RIGHT SHOULDER: ................ 0.0 FT (0.0 M)

(42B) SERVICE UNDER: .............. 2 - RAILROAD (33) BRIDGE MEDIAN: ....................... 0 - NO MEDIAN

(29) AVG. DAILY TRAFFIC: .......... 70 (34) SKEW ANGLE: ............................ 0 °

(30) YEAR OF ADT: ...................... 2010 (35) DECK FLARE?: ........................... NO

(114) FUTURE ADT: ..................... 77 (47) TOTAL HORIZ. CLEARANCE: .... 12.0 FT (3.7 M)

(115) YEAR OF FUTURE ADT: ..... 2030 (50) SIDEWALKS:

(101) PARALLEL STRUCTURE: ... N - NONE LEFT : ...................................... 0.0 FT (0.0 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: .............................. 1 - CONCRETE

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

LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 24.0 FT (7.3 M) (215) BRIDGE RAIL HEIGHT: ............ 5.00 FT (1.52 M)

(56) LEFT: ......................... 19.0 FT (5.8 M) (53) MIN. VRT. CLEAR. OVER DECK: 99.99 FT (99.99 M)

(54) MIN. VRT. UNDERCLEARANCE: 19.25 FT (5.87 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: ... 1011

(75A) TYPE OF WORK: .............. 35 - GENERAL REHAB

(75B) WORK DONE BY: ............. 1 - CONTRACT

(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.

1 - MAINTENANCE

D - MINOR

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

1996 - NEW SLURRY SEAL COAT ON DECK. 1996 - NEW APPROACH GUARDRAIL. 2006 - NEW FIBER REINFORCED LIGHTWEIGHT

CONCRETE WEARING SURFACE, REPAIRS TO CONCRETE ENCASEMENT

(231) ADDITIONAL CONSIDERATIONS:

RR OWNED BY CSX.

(330) ADDITIONAL CONFIG. INFO.:

http:73�56'36.10 http:41�48'18.60

APPENDIX STRUCTURE NO. 1797-002P

PHOTOGRAPHS STRUCTURE NO. 1797-002P

PHOTO #1 - SOUTH SIDE ELEVATION

PHOTO #2 - GENERAL TOP SIDE VIEW OF STRUCTURE LOOKING WEST

PHOTO #3 - CRACKING WITH EFFLORESCENCE IN PANEL #4, SOUTH

TRUSS ENCASEMENT; NOTE PATCHING

PHOTO #4 - TYPICAL TRANSVERSE CRACKING OF CURB, SOUTH CURB,

PANEL #6 SHOWN

PHOTO #5 - CRACK REPAIR, INTERIOR FACE OF NORTH TRUSS

ENCASEMENT, PANEL #4

PHOTO #6 - CRACKING WITH EFFLORESCENCE ON OUTSIDE FACE OF

SOUTH TRUSS ENCASEMENT

PHOTO #7 - GENERAL UNDERSIDE VIEW

LOOKING EAST

PHOTO #8 - TYPICAL VIEW OF PLUGGED

DRAIN, SOUTH SIDE SHOWN

PHOTO #9 - UNDERSIDE VIEW; NOTE DECK REPAIRS AND TYPICAL

PLUGGING OF DECK DRAINS

PHOTO #10 - SOUTHEAST WINGWALL; NOTE VEGETATION GROWTH

PHOTO #11 - GENERAL VIEW OF WEST ABUTMENT

PHOTO #12 - GENERAL VIEW OF EAST ABUTMENT

PHOTO #13 - DETERIORATION OF MORTAR JOINTS AND VEGETATION

GROWTH ON EAST ABUTMENT

PHOTO #14 - NORTHEAST WINGWALL; NOTE VEGETATION GROWTH

PHOTO #15 - TREES GROWING OVER NORTHWEST WINGWALL; NOTE

EXPOSED ROOTS

PHOTO #16 - TYPICAL DECAYED APPROACH GUARDRAIL POST

PHOTO #17 - INCORRECT LOAD POSTING

PHOTO #18 - SOUTH TRUSS ENCASEMENT

AND SOUTHWEST WINGWALL, OUTSIDE FACE;

NOTE VINE GROWTH