Report_Bridge Insp_6160-018P1906.pdf

BRIDGE INSPECTION REPORT

FITZWATER TRUSS BRIDGE

FITZWATER ROAD OVER CUYAHOGA RIVER

CUYAHOGA VALLEY NATIONAL PARK

LW

STRUCTURE NO. 6160-018P

INSPECTION TYPE: ROUTINE

INSPECTION DATE: 10/17/06

ND

Report prepared by:

Federal Highway Administration Federal Lands Bridge Office Bridge Inspection and Management Program 21400 Ridgetop Circle Sterling, Virginia 20166

STRUCTURE SUMMARY STRUCTURE NO. 6160-018P

FITZWATER TRUSS BRIDGE INSPECTION DATE: 10/17/06

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: .. 202.0 FT (61.6 M)

DECK TYPE: ......................... WOOD OR TIMBER MAX. SPAN LENGTH: .......... 200.0 FT (61.0 M)

WEARING SURFACE: .......... BITUMINOUS DECK WIDTH: ...................... 27.7 FT (8.4 M)

ABUT. #1 FOUNDATION: ..... SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 26.0 FT (7.9 M)

ABUT. #2 FOUNDATION: ..... SPREAD FTG ON BEARING MAT'L YEAR BUILT:

PIER FOUNDATION: ............ N/A YEAR RECONSTRUCTED: .. N/A

ABUTMENT / PIER MAT'L: ... CONCRETE / N/A SKEW ANGLE: ..................... 0 °

PROJ./PLAN REF. NO: ......... 1027 / WB99S200 FRACTURE CRITICAL? ....... YES

STRUCTURE HISTORY:

LOCATION

CUYAHOGA VALLEY NATIONAL PARK MILE POINT: ..................... 0.00 (KM PT 0.00)

STATE: ................................. OHIO LOCATION: 0.1 MILES FROM CANAL ROAD.

FACILITY CARRIED: ............ FITZWATER ROAD

FEATURE INTERSECTED: .. CUYAHOGA RIVER

STRUCTURE EVALUATION SUMMARY

This steel through truss bridge is critically deficient, and needs to be replaced or rehabilitated as soon as practicable.

The structure is currently scheduled for replacement in FY 09 under Project PRA-CUVA 18(1), 164(1). The main problems include widespread rusting of the underside structural steel with severe section loss on the truss lower chord members, gusset plates, floor beams, and stringers, with especially accelerated corrosion noted on the exterior stringers; moderate decay of the timber sleepers; spalling of the west abutment with exposed rebar; severe deterioration of the southwest wingwall; and moderate to severe channel bank erosion. In addition, the superstructure deflects significantly under truck loading, and extensive scour is present along the west abutment. It should be noted that the lower chords were retrofitted with post tensioning rods in 1995. This retrofit has now exceeded its design life, and is of highly questionable effectiveness given the deterioration of the steel in which the system is anchored. If corrective action is not taken, the ongoing deterioration of the structural steel may soon make this bridge unsafe for vehicle traffic.

Given the fracture critical nature of this structure, the severity and progressive nature of the deterioration, and the prohibitive cost of complete rehabilitation, replacement should be given a very high priority. Due to the hydraulic problems created by the meandering channel in this location, consideration should be given to replacing this bridge with a longer structure that can accommodate the full range of channel movement. It should also be noted that the structure is currently posted for “Weight Restrictions on Bridge - Authorized Vehicles Only.” In view of the advanced deterioration, it is recommended that the bridge now be posted for a 10-ton load limit.

INSPECTION TEAM: R. PARKER, R. TAYLOR (VOLKERT & ASSOCIATES, INC.)

CONDITION ASSESSMENT:

RICHARD PARKER, FIELD TEAM LEADER

REPORT REVIEW:

MARCUS MILLER, LEAD STRUCTURAL ENGINEER 703-404-6252

REPORT APPROVAL: DATE: 2/7/07

JOHN THIEL, PROGRAM COORDINATOR 703-404-6251

STRUCTURE SUMMARY STRUCTURE NO. 6160-018P

STRUCTURE EVALUATION SUMMARY CONTINUED

It should be noted that rehabilitation or replacement of this structure is currently being considered under Project No.

PRA-CUVA 18(1), 164(1). This structure is adjacent to Structure No. 6160-019P; for maximum economy and efficiency, both structures should be replaced under the same contract.

Due to the hydraulic problems created by the meandering channel in this location, consideration should be given to replacing this bridge with a longer structure that can accommodate the full width of the channel's footprint.

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 6160-018P

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

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

C (Moderate) - Structure is deficient, functionally obsolete, or requires substantial repairs to prevent a critical 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.

B226 PRIORITY OF IMPROVEMENT

ITEM

NO.

MAINTENANCE RECOMMENDATIONS

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT

COST

UNIT

ESTIMATE

COST

PRELIM.

222.7 POST STRUCTURE FOR A 10-TON LOAD LIMIT. $0

PRELIMINARY MAINTENANCE TOTAL : $0

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT UNIT

COST ESTIMATES

PRELIM. COST

REHAB. CONSTR.

58, 59, 60 REPLACE STRUCTURE (SEE REMARKS). 1 LS $1,250,000 $0 $1,250,000

PRELIMINARY REHABILITATION/RECONSTRUCTION TOTAL : $0 $1,250,000

COST ESTIMATE SUMMARY

PRELIM. MAINTENANCE TOTAL:

PRELIM. REHABILITATION TOTAL: ...

PRELIM. CONSTRUCTION TOTAL:

TOTAL ITEMIZED COSTS:

$ 0 $ 0 $ 1,250,000

$ 1,250,000

PRELIMINARY ESTIMATE TOTAL* : ..................................... $ 2,500,000

(*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 estimate for bridge replacement assumes replacement with a longer steel truss structure. Total contract cost for replacement with a prestressed concrete alternative is estimated at $2,600,000.

Total Contract estimates include costs for mobilization and traffic control, but do not include costs for design or construction engineering, demolition, or any work beyond the bridge limits.

FIELD INSPECTION REPORT STRUCTURE NO. 6160-018P

INSPECTION DATE: 10/17/06

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

N NOT APPLICABLE 3 SERIOUS CONDITION - loss of section, deterioration, spalling, or scour have seriously affected primary structural components. Local failures are possible.

9 EXCELLENT CONDITION Fatigue cracks in steel or shear cracks in concrete may be present.

8 VERY GOOD CONDITION - no problems noted. 2 CRITICAL CONDITION - advanced deterioration of primary structural elements. Fatigue cracks in steel or shear cracks in concrete may be present

7 GOOD CONDITION - some minor problems. or scour may have removed substructure support. Unless closely monitored it may be necessary to close the structure until corrective action can be taken.

6 SATISFACTORY CONDITION - structural elements show some minor deterioration. 1 “IMMINENT” FAILURE CONDITION - major deterioration or section loss present in critical structural components or obvious vertical or horizontal

5 FAIR CONDITION - all primary structural elements are sound but may have movement affecting structure stability. Structure is closed to traffic but minor section loss, cracking, spalling, or scour. corrective action may return structure to light service.

4 POOR CONDITION - advanced section loss, deterioration, spalling, or scour. 0 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 5

ABUTMENTS

ITEM REFERENCE AND REMARKS

F1. DECK SLAB

P2. EXPANSION JOINTS

P3. WEARING SURFACE

F4. RIDEABILITY

P5. CURBS, SIDEWALKS, AND MEDIAN

P6. PARAPETS AND/OR RAILINGS

F7. DRAINS AND DRAINAGE

G8. UTILITIES

G9. DEFLECTION AND/OR VIBRATION

N10. OTHER

59. SUPERSTRUCTURE 3

P1. BEARING DEVICES

N2. GIRDERS OR BEAMS

N3. ARCH(ES) OR SLAB(S)

P4. FLOOR BEAMS AND STRINGERS

P5. TRUSSES

P6. DIAPHRAGMS AND BRACING

P7. PAINT

N8. FASCIA(E)

P9. DEFLECTION AND/OR VIBRATION

G10. ALIGNMENT

N11. OTHER

60. SUBSTRUCTURE 5

58.1 TIMBER DECK PLANKS. UNDERSIDES OF PLANKS ARE WET AND

MODERATELY CHECKED. MODERATE DECAY OF SEVERAL TIMBER

SLEEPERS ATOP STRINGERS.

58.2,3,4 DECK JOINTS ARE PAVED OVER; ASPHALT IS SEVERELY CRACKED

OVER JOINTS. JOINTS ARE FILLED WITH SOIL AND VEGETATION

GROWTH. WEARING SURFACE CONSISTS OF TIMBER BLOCKS

WITH 1"-2" ASPHALT TOPPING. APPROXIMATELY 8' X 8' AREA OF

ASPHALT PATCH TOPPING NEAR EAST ABUTMENT. MODERATE

CRACKING OF ASPHALT OVERLAY WITH PATCHES THROUGHOUT

DECK; VEGETATION GROWTH FROM SOME CRACKS, ESPECIALLY IN

SHOULDERS. TWO POTHOLES (36" X 18" X 2" DEEP AND 24" X 18" X

2" DEEP) AT EAST END PATCHED, BUT CRACKED. ROUGH RIDE DUE

TO ASPHALT DETERIORATION.

58.5,6 SEVERE DECAY OF TIMBER CURBS. PEELING PAINT AND MINOR TO

MODERATE RUSTING OF RAILINGS WITH SEVERE SECTION LOSS;

ESPECIALLY AT VERTICAL CONNECTION PLATES, SEVERAL

BROKEN.

58.7,8 MODERATE ACCUMULATION OF SOIL AND GRAVEL ALONG CURBS.

MINOR RUSTING OF UTILITY PIPE ALONG LOWER CHORD, SOUTH

TRUSS.

59.1, 60.3 MODERATE TO SEVERE RUSTING OF STEEL BEARING DEVICES;

MODERATE DEBRIS ACCUMULATION ON BEARINGS AND BEARING

SEATS. ROLLER ON NORTH BEARING AT WEST ABUTMENT IS

DISPLACED. GUSSET PLATES AT BEARINGS HAVE MISSING RIVETS.

59.4,6 WIDESPREAD RUSTING OF STEEL FLOOR BEAMS, STRINGERS, AND

BRACING WITH MODERATE TO SEVERE SECTION LOSS. UP TO

100% SECTION LOSS ON GUSSET PLATES IN SOME LOCATIONS,

PARTICULARLY AT LOWER CHORD CONNECTIONS. LATERAL

CROSS-BRACING MEMBER IS HANGING BELOW BRIDGE NEAR EAST

ABUTMENT. OTHER CROSS-BRACING MEMBER AT THAT LOCATION

HAS 100% SECTION LOSS AT CONNECTION AND IS HANGING FREE.

59.5,9 WIDESPREAD DETERIORATION OF LOWER CHORD MEMBERS AND

TIE PLATES WITH SEVERE SECTION LOSS. MINOR RUSTING OF

POST-TENSIONING ROD SYSTEM INSTALLED ON LOWER CHORD OF

BOTH TRUSSES. SUPERSTRUCTURE DEFLECTS SIGNIFICANTLY

UNDER TRUCK LOADING,( UNABLE TO VERIFY DURING THIS

INSPECTION).

1. BREASTWALLS OR COLUMNS F

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS F

4. BACKWALLS AND/OR BULKHEADS N

5. FOUNDATIONS N

6. WINGWALLS P

7. WEEP HOLES F

8. EXPANSION JOINTS N

9. EROSION AND/OR SCOUR P

10. SETTLEMENT OR DEFLECTION G

11. SLOPE PROTECTION N

12. OTHER N

PIER(S)

WALLS AND/OR COLUMNS 13. N

PILE BENTS14. N

CAPS AND/OR BEARING SEATS15. N

FOUNDATIONS16. N

EROSION AND/OR SCOUR17. N

SETTLEMENT OR DEFLECTION18. N

OTHER 19. N

STRUCTURE NO. 6160-018PFIELD INSPECTION REPORT

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 4

F P N P N

MED

SUFF

15 FT.

9. STREAM BED COMPOSITION :

SILT

222. APPROACHES 6

N1. APPROACH SLABS

N2. RELIEF JOINTS

P3. APPROACH GUARDRAIL

F4. SURFACING

G5. EROSION

F6. SETTLEMENT

G7. SIGNS

G8. ALIGNMENT

N9. OTHER

223. RETAINING WALL N

1. WALL

2. WEEP HOLES

3. FOUNDATION

4. EROSION AND/OR SCOUR

5. SETTLEMENT OR DEFLECTION

6. OTHER

36. TRAFFIC AND SAFETY FEATURES

0A. BRIDGE RAILINGS

0B. TRANSITIONS

0C. APPROACH GUARDRAILS

0D. APPROACH GUARDRAIL ENDS

TRAFFIC SAFETY RATING CODES

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

1 - Meets currently acceptable standards.

N - Not applicable or a safety feature is not required.

59.7 WIDESPREAD DETERIORATION OF PAINT ON BRIDGE UNDERSIDE.

PEELING OF TOP COAT ON UPPER CHORD MEMBERS; PRIMER

COAT IS LARGELY INTACT.

60.1 WIDESPREAD RANDOM CRACKING OF BREASTWALLS WITH

MODERATE EFFLORESCENCE. 48" X 24" X 4" SPALL ON WEST

ABUTMENT BREASTWALL WITH EXPOSED REBAR. MINOR TO

MODERATE SPALLING WITH EXPOSED REBAR ON SOUTH BEARING

COLUMN AT WEST ABUTMENT.

60.6 SEVERE SPALLING (UP TO 6" DEEP) AND SCALING OF SOUTHWEST

WINGWALL WITH MANY REBARS EXPOSED. MODERATE CRACKING

OF OTHER WINGWALLS. SOUTHEAST WINGWALL SOUNDS

HOLLOW WHEN STRUCK WITH SOUNDING HAMMER.

60.7 MODERATE RUSTING OF ABUTMENT WEEP HOLE PIPES.

60.9 MODERATE UNDERMINING AT SOUTH CORNER OF EAST

ABUTMENT; SEVERE EROSION BEHIND NORTHWEST WINGWALL

AND ALONG SOUTHWEST WINGWALL. ( UNDERMINING AND

EROSION AT THESE LOCATIONS COULD NOT BE VERIFIED DUE TO

HIGH WATER VELOCITY). 2' OF ADDITIONAL SCOUR AT UPSTREAM

SIDE OF WEST ABUTMENT SINCE PREVIOUS INSPECTION.

61.1 LARGE SILT DEPOSIT NEAR EAST ABUTMENT; STREAM FLOWS

AGAINST WEST ABUTMENT AND SOUTHWEST WINGWALL.

61.2 SEVERE EROSION OF WEST CHANNEL BANK UPSTREAM AND

DOWNSTREAM OF STRUCTURE. SEVERE EROSION OF EAST

CHANNEL BANK DOWNSTREAM OF STRUCTURE DUE TO STREAM

DIVERSION AT NORTHWEST WINGWALL.

61.4 HEAVY ACCUMULATION OF DEBRIS UPSTREAM IS DIRECTING FLOW

TO SOUTHWEST WINGWALL.

222.3 STEEL PIPE GUARDRAILS AT EAST AND WEST APPROACHES;

MODERATE RUSTING WITH SECTION LOSS. SPALL WITH EXPOSED

REBAR ON SOUTHEAST APPROACH RAILING POST. CABLE

GUARDRAIL SYSTEM AT WEST APPROACH; CABLES DOWN AT

SOUTH SIDE. HOLE EXISTS IN ONE PIPE RAIL AT NORTHEAST

APPROACH RAILING.

222.4,6 MODERATE SETTLEMENT AND CRACKING OF ASPHALT PAVEMENT

AT APPROACHES. MODERATE HEAVING AT ABUTMENT JOINTS.

222.7 "WEIGHT RESTRICTIONS ON BRIDGE - AUTHORIZED VEHICLES

ONLY" SIGN AT EAST APPROACH. "SERVICE ROAD - EMPLOYEES

ONLY" STILL IN PLACE. OBJECT MARKERS ARE NOT PROVIDED.

VERTICAL CLEARANCE SIGNS ARE NOT PROVIDED.

FIELD INSPECTION REPORT STRUCTURE NO. 6160-018P

ADDITIONAL ITEM REFERENCE AND REMARKS

36.A STEEL RAILING IS ATTACHED TO TRUSS MEMBERS; RAILING IS OF INSUFFICIENT STRENGTH AND STIFFNESS TO

SAFELY REDIRECT AN ERRANT VEHICLE.

36.B,C,D APPROACH RAILING SYSTEM DOES NOT MEET CURRENT AASHTO SPECIFICATIONS, IS NOT CONNECTED TO STRUCTURE, AND IS NOT TERMINATED SAFELY. SECTION LOSS ON STEEL RAILINGS IN SEVERAL LOCATIONS.

STRUCTURE LOAD RATING STRUCTURE NO. 6160-018P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 6 5 10 9

HS 11 10 18 16

TYPE 3 13 12 22 20

TYPE 3S2 14 13 24 21

TYPE 3-3 15 13 25 22

DESIGN LOADING: OTHER OR UNKNOWN

CAPACITY MEETS OR EXCEEDS DESIGN LOAD

X CAPACITY IS LESS THAN DESIGN LOAD

ORIGINAL LOAD RATING CALCULATION APPLICABLE

X ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION: 11/94

LOAD RATING CONTROLLED BY: CAPACITY OF LOWER CHORD

REMARKS: STRUCTURE SHOULD BE POSTED FOR 10-TON LOAD LIMIT DUE TO ONGOING DETERIORATION OF

STRUCTURAL STEEL.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 6160-018P

STRUCTURE IDENTIFICATION

(201) PARK: CUYAHOGA VALLEY NATIONAL PARK (1) STATE: ....................................... 395 - OHIO (OH)

(202) STRUCTURE NAME: .......... FITZWATER TRUSS BRIDGE (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND: ............ 1 - BRIDGE (3) COUNTY CODE: ........................ 153 - SUMMIT

(204) STRUCTURE NUMBER: ..... 6160-018P (4) CITY/PLACE CODE:

(205) NPS REGION: .................... 5 - MIDWEST (5) INVENTORY ROUTE:

(206) ROUTE CODE NUMBER: ... 0 (6) FEATURES INTERSECTED:....... CUYAHOGA RIVER

(207) ROAD SECTION NO: .......... 018P (7) FACILITY CARRIED: .................. FITZWATER ROAD

(208) NPS ROAD CLASS: ............ 5 - ADMINISTRATIVE (8) STATE STRUCTURE NO: .......... 6160018P0000000

(209) WITHIN NPS BNDRY?: ....... YES (9) LOCATION: ................................ 0.1 MILES FROM CANAL ROA

(210) OPERATING UNIT: ............. PARK (10) INV. RTE. - MIN. VERT. CLR: .. 23.50 FT (7.16 M)

(211) PROJECT NO(S): ................ 1027 (11) MILE POINT: ............................. 0.00 (KM PT 0.00)

(212) DRAWING NUMBERS: ....... WB99S200 (27) YEAR BUILT:

(21) MAINTAINED BY: ................. 66 - NATIONAL PARK SERVICE (106) YEAR REBUILT:

(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

10 - TRUSS - THRU

200.0 FT (61.0 M)

202.0 FT (61.6 M)

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

6 - N/A

6 - N/A

8 - WOOD OR TIMBER

(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: .. 6 - BITUMINOUS

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

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

(218) IS SALT USED?: ..................... YES

LOAD RATING AND POSTING

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

(66) INVENTORY RATING: ...... 10.8 TONS (9.8 METRIC TONS) (70) BRIDGE POSTING: .............. 2 - POSTING REQUIRED

(64) OPERATING RATING: ...... 18.0 TONS (16.3 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 10/06 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: (A) FRACTURE CRITICAL: ... YES

(220) SPECIAL STUDY TYPE: 0 - NONE INSP. EVERY: 24 MONTHS - LAST INSP. : 10/06

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

(221) SPECIAL STUDY DATE: INSP. EVERY: 0 MONTHS - LAST INSP. :

(C) SPECIAL INSPECTION: .. NO

INSP. EVERY: 0 MONTHS - LAST INSP. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 6160-018P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 41°21'24.30"

(17) LONGITUDE: ......................... 81°35'52.10"

(19) DETOUR LENGTH: ............... 0 MI (0 KM)

(28A) LANES ON STRUCT:

(28B) LANES UNDER STRUCT: ... 00

(42A) SERVICE ON: ..................... 1 - HIGHWAY

(42B) SERVICE UNDER: .............. 5 - WATERWAY

(29) AVG. DAILY TRAFFIC:

(30) YEAR OF ADT:

(114) FUTURE ADT:

(115) YEAR OF ADT:

(101) PARALLEL STRUCTURE: ... N - NONE

(38) NAVIGATION CONTROL?: ... 0

(39) VERTICAL CLEARANCE: ...... 0.0 FT (0.0 M)

(40) HORIZ. CLEARANCE: ........... 0.0 FT (0.0 M)

(111) ABUT. OR PIER PROT:

LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 99.9 FT (99.9 M)

(56) LEFT: ......................... 99.9 FT (99.9 M)

(52) DECK WIDTH:

(32) APPR. ROADWAY WIDTH:

(213) APPR. PAVEMENT WIDTH:

LEFT SHOULDER:

RIGHT SHOULDER:

(33) BRIDGE MEDIAN:

(34) SKEW ANGLE:

(35) DECK FLARE?:

(47) TOTAL HORIZ. CLEARANCE:

(50) SIDEWALKS:

LEFT :

RIGHT :

(214) BRIDGE RAIL TYPE:

RAIL CONFIGURATION:

MATERIAL:

DESIGN TYPE:

(215) BRIDGE RAIL HEIGHT:

(53) MIN. VRT. CLEAR. OVER DECK:

(54) MIN. VRT. UNDERCLEARANCE:

27.7 FT (8.4 M)

26.0 FT (7.9 M)

26.0 FT (7.9 M)

0.0 FT (0.0 M)

0 - NO MEDIAN

0 °

NO

26.0 FT (7.9 M)

0 - N/A

0 - N/A

0 - N/A

0.00 FT (0.00 M)

23.50 FT (7.16 M)

0.00 FT (0.00 M)

CONDITION AND APPRAISAL DATA, PROPOSED IMPROVEMENTS, AND COST

(58) DECK:

(59) SUPERSTRUCTURE:

(60) SUBSTRUCTURE:

(61) CHANNEL:

(62) CULVERT:

(222) APPROACHES:

(223) RETAINING WALL:

(224) EST. REMAINING LIFE:

(36) TRAFFIC SAFETY FEAT: ...

(75A) TYPE OF WORK:

(75B) WORK DONE BY:

(76) IMPROVEMENT LENGTH: ..

N

N

3 YEARS

(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

4 - 4

3 - CONSTRUCTION

B - MAJOR

$0

$1,250,000

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL DATA:

APPENDIX STRUCTURE NO. 6160-018P

PHOTOGRAPHS STRUCTURE NO. 6160-018P

PHOTO #1 - LOOKING WEST

FLOW

PHOTO #2 - SOUTH (UPSTREAM) SIDE

PHOTO #3 - GENERAL TOP SIDE VIEW LOOKING EAST

PHOTO #4 - GENERAL TOP SIDE VIEW LOOKING EAST; NOTE MAP

CRACKING IN WEARING SURFACE

PHOTO #5 - CRACKING OF WEST APPROACH PAVEMENT

PHOTO #6 - TYPICAL CURB DECAY, NORTH CURB SHOWN

PHOTO #7 - TYPICAL RAILING DETERIORATION AND CORROSION

PHOTO #8 - INADEQUATE CABLE AND PIPE RAILING TRANSITION

PHOTO #9 - INADEQUATE RAIL AND RAIL TRANSITION

PHOTO #10 - SECTION LOSS IN RAIL POST STRUT AT SOUTHWEST

CORNER

PHOTO #11 - EXPOSED LEAD PRIMER ON WEST FACE OF DIAGONAL

MEMBERS ON SOUTH SIDE OF TRUSS

PHOTO #12 - CORROSION IN EAST END OF SOUTH LOWER CHORD;

NOTE POST-TENSIONING ROD FROM PREVIOUS LOWER CHORD

RETROFIT

PHOTO #13 - UTILITY LINE ATTACHED TO LOWER CHORD OF SOUTH

TRUSS

PHOTO #14 - GENERAL DECK UNDERSIDE VIEW LOOKING WEST

PHOTO #15 - EAST ABUTMENT ELEVATION; NOTE CRACKS WITH

EFFLORESCENCE

PHOTO #16 - DEBRIS AND CORROSION WITH PITTING AT NORTH

BEARING OF EAST ABUTMENT; NOTE BROKEN CONCRETE IN TOP OF

ABUTMENT CAP

PHOTO #17 - MISSING RIVETS IN GUSSET PLATE IN NORTH BEARING

OF EAST ABUTMENT

PHOTO #18 - CORROSION AND SECTION LOSS AT SOUTH BEARING OF

EAST ABUTMENT

PHOTO #19 - CORROSION AND SECTION LOSS AT SOUTH BEARING OF

EAST ABUTMENT

PHOTO #20 - CORROSION OF CROSS BRACING IN LOWER CHORD

NEAR EAST ABUTMENT

PHOTO #21 - CORROSION AT EAST END OF SOUTH STRINGER

PHOTO #22 - CORROSION AND SECTION LOSS IN WEST END OF

NORTH STRINGER

PHOTO #23 - WEST ABUTMENT ELEVATION; NOTE SPALLS WITH

EXPOSED REBAR AND CRACKS WITH EFFLORESCENCE

PHOTO #24 - TREE GROWING FROM ROLLER NEST OF NORTH

BEARING AT WEST ABUTMENT; NOTE DISLODGED ROLLER

PHOTO #25 - DISLODGED ROLLER FROM ROLLER NEST OF NORTH

BEARING AT WEST ABUTMENT

PHOTO #26 - VEGETATION AND TAR ACCUMULATION AROUND SOUTH

BEARING OF WEST ABUTMENT

PHOTO #27 - SPALLING WITH EXPOSED REBAR ON SOUTHWEST

WINGWALL

PHOTO #28 - SPALL AND SCALING WITH EXPOSED REBAR AT

SOUTHWEST WINGWALL

PHOTO #29 - WEIGHT RESTRICTION POSTING AT SOUTHEAST

CORNER OF BRIDGE

PHOTO #30 - OVERTOPPING OF EAST UPSTREAM CHANNEL BANK;

NOTE DEBRIS AND VEGETATION

PHOTO #31 - UPSTREAM CHANNEL; NOTE FLOOD DEBRIS ALONG EAST

BANK