Bridge Inspection Rpt_STR 5460-036P.pdf

STRUCTURE SUMMARY STRUCTURE NO. 5460-036P

FORGE CREEK BRIDGE #4 INSPECTION DATE: 6/19/18

BRIDGE IDENTIFICATION AND DESCRIPTION

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

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

# OF BEAMS, MAIN SPAN: .. 2 STRUCT. TOTAL LENGTH: .. 51.0 FT (15.5 M)

DECK TYPE: ......................... WOOD OR TIMBER MAX. SPAN LENGTH: .......... 30.0 FT (9.1 M)

WEARING SURFACE: .......... NONE DECK WIDTH: ...................... 12.5 FT (3.8 M)

ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 11.5 FT (3.5 M)

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

ABUTMENT / PIER MAT'L: ... CONCRETE YEAR RECONSTRUCTED: .. 1980

PROJ./PLAN REF. NO: ......... 3B15 / NONE SKEW ANGLE: ..................... 17 °

NPS ROAD CLASS: .............. 2 - CONNECTOR ROAD FRACTURE CRITICAL: ........ YES

STRUCTURE HISTORY: ...... 1980-MAJOR RECONSTRUCTION/SUPERSTRUCTURE. 1995-CONCRETE FOOTING APRONS

PLACED. 2003-WEST PIER BEARING REPAIRED.

LOCATION

GREAT SMOKY MOUNTAINS NATIONAL PARK MILE POINT: ..................... 1.72 (KM PT 2.77)

STATE: ................................. TENNESSEE LOCATION: 1.7 MI TO NPS RTE. 500

FACILITY CARRIED: ............ FORGE CREEK ROAD

FEATURE INTERSECTED: .. FORGE CREEK

STRUCTURE EVALUATION SUMMARY

This weathering steel beam bridge is located on Forge Creek Road, which is currently posted for a 5 ton weight limit.

The structure is in poor condition overall, and has a low calculated load capacity. The main problem at this time is laminar rusting resulting in section loss from the structural steel. Other problems include scour and undermining of the abutment and pier footing; displaced stones at the west side of the pier; and spalling with exposed rebar on the pier cap. Timber runners and curbs were installed over the previously noted deteriorated deck.

It should be noted that approximately 1-1/8” of differential settlement had previously occurred at the pier, causing a kink in the profile of the bridge. In 2003, an additional elastomeric bearing pad was installed for the west bearing at the pier to shim the west beam and compensate for the settlement.

This bridge is scheduled for replacement in the near future under Project GRSM 14(3), 112(1).

INSPECTION TEAM: M. BURNETT, C. BOSS (VOLKERT, INC.)

CONDITION ASSESSMENT:

MATT BURNETT, FIELD TEAM LEADER

REPORT REVIEW:

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

REPORT APPROVAL: DATE: 11/8/18

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 5460-036P

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.

B226 PRIORITY OF IMPROVEMENT

ITEM

NO.

ROUTINE MAINTENANCE QTY. UNIT UNIT

COST

PRELIM.

COST

ESTIMATE

PRELIM. MAINTENANCE TOTAL :

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST

PRELIM. COST

ESTIMATES

REHAB. RECONSTR.

58, 59, 60 REPLACE STRUCTURE. 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: This bridge is scheduled for replacement in the near future under Project GRSM 14(3), 112(1).

FIELD INSPECTION REPORT STRUCTURE NO. 5460-036P

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 sec ion 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.

F P N N N F N N F

N G

G G G N G N

N

N

F

F

58.1 2" X 8" (NOMINAL) SOUTHERN YELLOW PINE NAIL-LAMINATED DECK.

MINOR TO MODERATE WEAR (UP TO 1.5") ALONG WHEEL PATHS.

ALL PLANKS TILTED TOWARD NORTH ABUTMENT. MINOR MOISTURE

AND MOSS ACCUMULATION AT EXPOSED ENDS OF DECK PLANKS.

ENDS OF TIMBER DECK PLANKS SPLIT, SHEARED, AND DECAYED AT

BOLT LOCATIONS AT SOUTH END OF WEST CURB; EXPOSING BOLT

SHAFTS. ENDS OF DECK PLANKS TYPICALLY EXHIBIT MINOR

DECAY, WITH ISOLATED AREAS OF SEVERE DECAY WITH FULL

ICE-PICK PENETRATION. UNABLE TO VERIFY DUE TO INSTALLATION

OF TIMBER RUNNERS, SEE 58.3.

58.3 2" X 12" (NOMINAL) LONGITUDINAL TIMBER RUNNERS HAVE BEEN

PLACED ON TOP OF DETERIORATED DECK. MINOR RUTTING OF

TIMBER RUNNERS AT NORTH END.

58.7 MINOR ACCUMULATION OF DEBRIS ALONG CURBS.

58.9, 59.9 MODERATE DEFLECTION OF WEST EDGE OF DECK AND WEST

BEAMS DUE TO SETTLEMENT OF PIER (SEE 60.18). NO ADDITIONAL

SETTLEMENT NOTED THIS INSPECTION FROM FOOTING

ELEVATIONS.

59.1 1-1/8" THICK ELASTOMERIC BEARING PAD PREVIOUSLY INSTALLED

FOR WEST BEARING AT PIER TO HELP SHIM WEST BEAM AND

COMPENSATE FOR SETTLEMENT (SEE 60.18). 7/8" THICK

ELASTOMERIC BEARING PAD AT EAST BEARING AT PIER.

1/16" GAP BETWEEN SOLE PLATES AND ELASTOMERIC PADS AT

EAST SIDE OF WEST BEARING FOR SOUTH SPAN AT PIER; SOLE

PLATE FLUSH WITH PAD AT WEST SIDE. WEST ELASTOMERIC

BEARING PAD FOR SOUTH SPAN SHIFTED EASTWARD, RESULTING

IN 3" WIDE X 8" LONG TRIANGULAR SECTION UNSUPPORTED.

MODERATE RUSTING WITH UP TO 1/8" SECTION LOSS FROM

BEARING PLATES.

1. BREASTWALLS OR COLUMNS G

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS G

4. BACKWALLS AND/OR BULKHEADS G

5. FOUNDATIONS (CONCRETE FTG) G

6. WINGWALLS G

7. WEEP HOLES N

8. EXPANSION JOINTS N

9. EROSION AND/OR SCOUR F

10. SETTLEMENT OR DEFLECTION G

11. SLOPE PROTECTION N

12. OTHER N

PIER(S)

F13. WALLS AND/OR COLUMNS

N14. PILE BENTS

F15. CAPS AND/OR BEARING SEATS

G16. FOUNDATIONS (CONCRETE FTG)

F17. EROSION AND/OR SCOUR

F18. SETTLEMENT OR DEFLECTION

P19. OTHER (STONE CHEEK WALL)

ITEM REFERENCE AND REMARKS

61. CHANNEL 5

1. ALIGNMENT F

2. EROSION AND/OR SCOUR F

3. CHANNEL PROTECTION G

4. WATERWAY OBSTRUCTIONS F

5. OTHER N

6. ADEQUACY OF OPENING INSUFF

7. NORMAL VELOCITY MED

8. AVERAGE CLEAR OPENING 4 FT.

9. STREAM BED COMPOSITION :

SAND, STONES

222. APPROACHES 6

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER

N N N F G F G G N

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

A. BRIDGE RAILINGS

B. TRANSITIONS

C. APPROACH GUARDRAILS

D. APPROACH GUARDRAIL ENDS

N N N N

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.

59.2,6

60.1,6

60.9

60.13

60.15

60.17

60.18

60.19

61.1,6

61.2

61.4

MODERATE LAMINAR RUSTING RESULTING IN SECTION LOSS FROM

A588 WEATHERING STEEL BEAMS AND DIAPHRAGMS; MODERATE

SECTION LOSS FROM BEAMS. BOTTOM AND TOP FLANGES

MEASURES 0.5" THICK FROM ORIGINAL 0.625" THICKNESS IN

ISOLATED LOCATIONS. MEASUREMENTS TAKEN ON WEST BEAM

NEAR SOUTH ABUTMENT CAP.

MOST FLANGE CLIPS ARE NOT PROPERLY SEATED UNDER

FLANGES IN SOUTH SPAN.

MODERATE DETERIORATION OF MASONRY MORTAR JOINTS AT

ABUTMENT BREASTWALLS AND WINGWALLS.

NORTH ABUTMENT FOOTING EXPOSED UP TO 2.5' H FOR FULL

LENGTH WITH UP TO 11" OF UNDERMINING. NORTH WINGWALL

FOOTINGS EXPOSED FOR FULL LENGTH WITH MINOR

UNDERMINING.

SOUTH ABUTMENT FOOTING EXPOSED FOR 1' H X 6' L, WITH NO

UNDERMINING.

MINOR TO MODERATE DETERIORATION OF MORTAR JOINTS IN PIER.

MINOR HONEYCOMBING WITH 25% SECTION LOSS FROM EXPOSED

REBAR ON NORTH FACE OF PIER CAP.

PIER FOOTING EXPOSED FULL LENGTH ON ALL FACES WITH

UNDERMINING, UP TO 6", ON NORTH FACE.

DIFFERENTIAL SETTLEMENT OF PIER PREVIOUSLY NOTED, NO

CHANGE OBSERVED DURING THIS INSPECTION; PIER HAS SETTLED

APPROXIMATELY 1-1/8" ON UPSTREAM SIDE.

WEST CHEEK WALL STONES DISPLACED DUE TO IMPACT FROM

DRIFT.

STREAM ANGLE OF ATTACK APPROXIMATELY 30° TO BRIDGE.

CHANNEL WRAPS AROUND NORTH ABUTMENT.

STREAM OVERTOPPED BRIDGE DURING 3/94 AND 11/96 FLOODS.

SEE BRIDGE FILE FOR SCOUR EVALUATION.

ONE LOG ON NORTH ABUTMENT FOOTING. MINOR ACCUMULATION

OF FLOOD DEBRIS ACROSS CHANNEL IN SOUTH SPAN.

ADDITIONAL ITEM REFERENCE AND REMARKS

222.4,6 SEVERAL POTHOLES IN BOTH APPROACHES WITH MINOR RUTTING.

222.7 ORANGE REFLECTORS PRESENT AT BRIDGE CORNERS; SOUTHWEST REFLECTOR HAS BEEN REALIGNED SINCE

PREVIOUS INSPECTION. ROAD POSTED FOR 5 TON LOAD LIMIT.

STRUCTURE LOAD RATING STRUCTURE NO. 5460-036P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 6 5 9 8

HS 11 10 17 15

TYPE 3 9 8 14 13

TYPE 3S2 14 13 22 20

TYPE 3-3 17 15 27 24

DESIGN LOADING: 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: 10/10

LOAD RATING CONTROLLED BY: BEAM MOMENT CAPACITY

REMARKS: SEE BRIDGE FILE FOR LOAD RATING CALCULATIONS.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 5460-036P

STRUCTURE IDENTIFICATION

(201) PARK: GREAT SMOKY MOUNTAINS NATIONAL PARK

(202) STRUCTURE NAME: .......... FORGE CREEK BRIDGE #4

(203) STRUCTURE KIND: ............1 - BRIDGE

(204) STRUCTURE NUMBER: ..... 5460-036P

(205) NPS REGION: .................... 4 - SOUTHEAST

(206) ROUTE CODE NUMBER: ... 126

(207) ROAD SECTION NO: ..........036P

(208) NPS ROAD CLASS: ............ 2 - CONNECTOR ROAD

(209) WITHIN NPS BNDRY?: .......YES

(210) OPERATING UNIT: ............. N. DIST.

(211) PROJECT NO(S): ................3B15

(212) DRAWING NUMBERS: ....... NONE

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

(22) OWNER: ............................... 66 - NATIONAL PARK SERVICE

(1) STATE:

(2) STATE HWY. AGENCY DIST:

(3) COUNTY CODE:

(4) CITY/PLACE CODE:

(5) INVENTORY ROUTE:

(6) FEATURES INTERSECTED:

(7) FACILITY CARRIED:

(8) STATE STRUCTURE NO:

(9) LOCATION:

(10) INV. RTE. - MIN. VERT. CLR: ..

(11) MILE POINT:

(27) YEAR BUILT:

(106) YEAR RECONSTRUCTED:

(20) TOLL:

(37) HISTORICAL DESIGNATION: ..

474 - TENNESSEE (TN)

009 - BLOUNT

167001260

FORGE CREEK

FORGE CREEK ROAD

5460036P0000000

1.7 MI TO NPS RTE. 500

99.99 FT (99.99 M)

1.72 (KM PT 2.77)

3 - FREE ROAD

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

30.0 FT (9.1 M)

51.0 FT (15.5 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

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: .. 0 - NONE

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: ...... 11.0 TONS (10.0 METRIC TONS) (70) BRIDGE POSTING: .............. 0 - POSTING REQUIRED

(64) OPERATING RATING: ...... 17.0 TONS (15.4 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 6/18 (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. : 6/18 (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. 5460-036P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 35°34'04.00"

(17) LONGITUDE: ......................... 83°50'48.20"

(19) DETOUR LENGTH: ............... 50 MI (80 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 FUTURE 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: ....................... 0.0 FT (0.0 M)

(56) LEFT: ......................... 0.0 FT (0.0 M)

(51) CURB TO CURB WIDTH:

(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:

11.5 FT (3.5 M)

12.5 FT (3.8 M)

17.0 FT (5.2 M)

11.0 FT (3.4 M)

3.0 FT (0.9 M)

3.0 FT (0.9 M)

0 - NO MEDIAN

17 °

NO

11.5 FT (3.5 M)

0.0 FT (0.0 M)

0.0 FT (0.0 M)

4 - CURB-TYPE WHEEL GUAR

7 - TIMBER

1 - CONTINUOUS RAIL

0.83 FT (0.25 M)

99.99 FT (99.99 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: ...........................N

(222) APPROACHES:

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

(36) TRAFFIC SAFETY FEAT: ... NNNN

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

(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

4 - Stable; action required to pro

2 - REHAB/RECONSTRUCTION

B - MAJOR

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

1980-MAJOR RECONSTRUCTION/SUPERSTRUCTURE. 1995-CONCRETE FOOTING APRONS PLACED. 2003-WEST PIER BEARING

REPAIRED.

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

https://83�50'48.20 https://35�34'04.00

APPENDIX STRUCTURE NO. 5460-036P

PHOTOGRAPHS STRUCTURE NO. 5460-036P

PHOTO #1 - LOOKING NORTH TOWARD CADES COVE LOOP ROAD

FLOW

PHOTO #2 - WEST (UPSTREAM) SIDE

PHOTO #3 - GENERAL TOP SIDE VIEW LOOKING SOUTH

PHOTO #4 - GENERAL UNDERSIDE VIEW OF SOUTH SPAN LOOKING

NORTH

PHOTO #5 - POTHOLES IN SOUTH APPROACH

PHOTO #6 - RUTTING OF TIMBER RUNNERS AT NORTH END

PHOTO #7 - TYPICAL GRAVEL ACCUMULATION, ALONG CURBS, EAST

CURB SHOWN

PHOTO #8 - POTHOLES IN NORTH APPROACH

PHOTO #9 - TYPICAL LAMINAR RUSTING RESULTING IN SECTION LOSS

FROM BEAMS, EAST BEAM IN SOUTH SPAN NEAR SOUTH ABUTMENT

SHOWN

PHOTO #10 - TYPICAL RUSTING WITH SECTION LOSS FROM BEARING

PLATES, WEST BEARING IN NORTH SPAN AT PIER SHOWN; NOTE

DISLODGED ELASTOMERIC PAD

PHOTO #11 - GENERAL VIEW OF GAP BETWEEN SOLE PLATE AND

DISLODGED ELASTOMERIC PAD AT EAST SIDE OF WEST BEARING FOR

SOUTH SPAN AT PIER

PHOTO #12 - GAP BETWEEN SOLE PLATE AND DISLODGED

ELASTOMERIC PAD AT EAST SIDE OF WEST BEARING FOR SOUTH

SPAN AT PIER

PHOTO #13 - GENERAL VIEW OF PIER, SOUTH FACE SHOWN; NOTE

FOOTING EXPOSED AND DEBRIS ACCUMULATION LODGED AT

UPSTREAM SIDE

PHOTO #14 - DISPLACED STONES FROM WEST SIDE OF PIER

PHOTO #15 - GENERAL VIEW OF NORTH ABUTMENT; NOTE EXPOSED

FOOTING

PHOTO #16 - NORTH ABUTMENT FOOTING ALONG NORTHWEST

WINGWALL EXPOSED; NOTE UNDERMINING

PHOTO #17 - LOOKING UPSTREAM FROM DECK

PHOTO #18 - LOOKING DOWNSTREAM FROM DECK