BIP_Report_3450-030P_Pinehurst_Branch_Bridge.pdf

BRIDGE INSPECTION REPORT

PINEHURST BRANCH BRIDGE

BEACH DRIVE OVER PINEHURST BRANCH

ROCK CREEK PARK

LN

STRUCTURE NO. 3450-030P

INSPECTION TYPE: ROUTINE

INSPECTION DATE: 6/11/13

Federal Highway Administration

Report prepared by: WU

MILE POINT:

KILOMETER POINT:

0.00 0.00

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

STRUCTURE SUMMARY STRUCTURE NO. 3450-030P

PINEHURST BRANCH BRIDGE INSPECTION DATE: 6/11/13

BRIDGE IDENTIFICATION AND DESCRIPTION

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

MAIN SPAN TYPE: ............... ARCH - DECK NO. OF APPR. SPANS:

# OF BEAMS, MAIN SPAN: .. 1 STRUCT. TOTAL LENGTH: .. 16.0 FT (4.9 M)

DECK TYPE: ......................... NOT APPLICABLE MAX. SPAN LENGTH: .......... 16.0 FT (4.9 M) WEARING SURFACE: .......... NOT APPLICABLE DECK WIDTH: ...................... 35.5 FT (10.8 M) ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 21.0 FT (6.4 M)

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

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

PROJ./PLAN REF. NO: ......... 202(1) / 0000000000 SKEW ANGLE: ..................... 0 °

NPS ROAD CLASS: .............. 1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL: ........ N/A STRUCTURE HISTORY: ...... 2000-DOWNSTREAM SPANDREL WALL REBUILT, STEEL ARCH REPAINTED.

LOCATION

ROCK CREEK PARK MILE POINT: ..................... 0.00 (KM PT 0.00)

STATE: ................................. DISTRICT OF COLUMBIA LOCATION: 0.2 MILES SOUTH OF SHERRILL DRIVE

FACILITY CARRIED: ............ BEACH DRIVE

FEATURE INTERSECTED: .. PINEHURST BRANCH

STRUCTURE EVALUATION SUMMARY

This concrete and steel deck arch bridge is in fair condition overall. The steel portion of the arch continues to rust along the top of the footings and along the seam, with up to 100% loss of section on the plates and hardware. This condition should be repaired in order to arrest further rusting and section loss.

Other problems include minor outward rotation of the west spandrel wall at the north end, moderate spalling of the exposed portions of the concrete footing for the steel arch, severe deterioration of the vertical joint filler between the northwest wingwall and the west spandrel wall, channel bank erosion, and moderate scour along the south abutment as a result of the poor channel alignment. The rotation of the west spandrel will continue to be monitored during future inspections.

Repairs should be made as outlined in this report to prevent the possible development of more serious or costly problems in the future. If corrective action is not taken, the deterioration will likely continue to progress and may eventually lead to loss of load capacity.

INSPECTION TEAM: E. DUES, C. MARBURGER (GANNETT FLEMING)

CONDITION ASSESSMENT:

ERIC DUES, PE, FIELD TEAM LEADER

REPORT REVIEW :

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

REPORT APPROVAL: DATE: 10/31/13

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 3450-030P

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.

C226 PRIORITY OF IMPROVEMENT

ITEM

NO.

MAINTENANCE RECOMMENDATIONS

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT COST

UNIT

ESTIMATE

COST

PRELIM.

PRELIM. MAINTENANCE TOTAL : $115,000

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:

FIELD INSPECTION REPORT STRUCTURE NO. 3450-030P

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

OTHER

SETTLEMENT OR DEFLECTION

EROSION AND/OR SCOUR

FOUNDATIONS

CAPS AND/OR BEARING SEATS

PILE BENTS

WALLS AND/OR COLUMNS

PIER(S)

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

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 F N N N N F G

F G

(VEGETATION)

N N N N F G N F F G N N

N N N N N N N

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

12.

13.

14.

15.

16.

17.

18.

19.

(CONCRETE FTG)

58.3, 222.4 MINOR LONGITUDINAL CRACK ALONG CENTERLINE OF ROADWAY.

MINOR RANDOM CRACKING THROUGHOUT. LARGE ASPHALT

PATCHES IN NORTHBOUND LANE, BOTH APPROACHES. NORTH

APPROACH (BOTH LANES) PATCHED WITH ASPHALT.

58.5 MINOR TRANSVERSE CRACKING THROUGHOUT SIDEWALK;

BROKEN AT NORTH END DUE TO SETTLEMENT. SEE 222.6. MINOR

SPALL IN WEST GUTTER NEAR SOUTH END OF BRIDGE.

58.6, 222.3 MINOR CHECKING OF TIMBER RAILING AND APPROACH

GUARDRAILS.

59.3,8 MINOR CRACKING WITH EFFLORESCENCE AND MINOR POPOUTS

WITH EXPOSED REBAR ON CONCRETE (WEST) PORTION OF ARCH

UNDERSIDE. HEAVY EFFLORESCENCE ON UNDERSIDE OF RING

STONES AT WEST SIDE. MINOR TO MODERATE FRACTURING OF

RING STONES ON WEST SIDE NEAR SOUTH END.

MODERATE EFFLORESCENCE ON WEST SPANDREL WALL NEAR

NORTH END. NORTH END OF WEST SPANDREL WALL ROTATED

OUT 3", MEASURED AT TOP. MODERATE VEGETATION

OVERHANGING WEST SPANDREL WALL.

MODERATE TO SEVERE RUSTING THROUGHOUT STEEL (EAST)

PORTION OF ARCH, WITH UP TO 100% SECTION LOSS ON PLATES

AND HARDWARE, ESPECIALLY ALONG TOP OF FOOTINGS AND

ALONG SEAM.

59.11 MODERATE VEGETATION GROWTH ALONG UPSTREAM SIDE OF

STRUCTURE. LARGE TREE NEAR SLOPE OF UPSTREAM

EMBANKMENT.

60.5 MODERATE SPALLING OF EXPOSED PORTIONS OF CONCRETE

FOOTINGS FOR STEEL PORTION OF ARCH.

60.6 MINOR CRACKING WITH EFFLORESCENCE ON WINGWALLS. DRY

STACKED STONE WINGWALL AT NORTHWEST CORNER APPEARS

STABLE.

G G G G G N

N

N

N

N

FIELD INSPECTION REPORT STRUCTURE NO. 3450-030P

ITEM REFERENCE AND REMARKS

STREAM BED COMPOSITION : 9.

AVERAGE CLEAR OPENING 8.

NORMAL VELOCITY 7.

ADEQUACY OF OPENING 6.

OTHER 5.

WATERWAY OBSTRUCTIONS 4.

CHANNEL PROTECTION3.

EROSION AND/OR SCOUR2.

ALIGNMENT1.

61. CHANNEL 5

P F G G

F(SPILLWAY)

LOW

SUFF

5 FT.

SAND, SILT

222. APPROACHES 6

OTHER 9.

ALIGNMENT 8.

SIGNS7.

SETTLEMENT 6.

EROSION5.

SURFACING4.

APPROACH GUARDRAIL 3.

2. RELIEF JOINTS

APPROACH SLABS1. N

N G F G G N 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. 0

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.

60.8 SEVERE DETERIORATION OF VERTICAL JOINT FILLER BETWEEN

NORTHWEST WINGWALL AND WEST SPANDREL WALL; MINOR

ELSEWHERE.

60.9 MODERATE SCOUR ALONG SOUTH ABUTMENT WITH FOOTING

EXPOSED UP TO 12"H IN CONCRETE PORTION AND UP TO 24"H IN

STEEL PORTION. MODERATE SCOUR HOLE AT UPSTREAM END OF

NORTH ABUTMENT, UP TO 2'D; MINOR AT DOWNSTREAM END OF

SOUTH ABUTMENT, UP TO 1'D. MODERATE EROSION ALONG

WINGWALLS.

61.1 CHANNEL FLOWS DIRECTLY INTO SOUTH ABUTMENT CAUSING

SCOUR (SEE 60.9).

61.2,3 MINOR TO MODERATE EROSION OF CHANNEL BANKS AT

STRUCTURE.

61.4 MODERATE ACCUMULATION OF SILT AND SEDIMENT IN CHANNEL

UNDER STRUCTURE AGAINST NORTH ABUTMENT.

61.5 PREVIOUSLY NOTED MODERATE SCALING OF SPILLWAY ON

DOWNSTREAM SIDE OF STRUCTURE COULD NOT BE VERIFIED

DURING THIS INSPECTION. MINOR SCOUR OF SPILLWAY WITH

APPROXIMATELY 2" OF UNDERMINING (COULD NOT BE VERIFIED

DURING THIS INSPECTION).

222.5 SIDEWALK UNDERMINED (1-1/2'L X 4"H X 1-1/2' UNDER) AT NORTH

END.

222.6 1-1/2" SETTLEMENT OF SIDEWALK NEAR NORTH END.

36.A,C GUARDRAIL HEIGHT OF 1'-10" DOES NOT MEET AASHTO MINIMUM

HEIGHT REQUIREMENT OF 2'-3" FOR TRAFFIC BARRIERS.

STRUCTURE LOAD RATING STRUCTURE NO. 3450-030P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 15 14 20 18

HS 27 24 37 34

TYPE 3 23 21 31 28

TYPE 3S2 36 33 50 45

TYPE 3-3 45 41 61 55

DESIGN LOADING: UNKNOWN (H15 ASSUMED - SEE REMARKS)

X CAPACITY MEETS OR EXCEEDS DESIGN LOAD

CAPACITY IS LESS THAN DESIGN LOAD

ORIGINAL LOAD RATING CALCULATION APPLICABLE

ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION:

LOAD RATING CONTROLLED BY:

REMARKS: DESIGN LOADING IS UNKNOWN; ASSUMPTION IS BASED ON STRUCTURE TYPE, LOCATION, AGE AND

CONDITION.

A

A

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 3450-030P

PINEHURST BRANCH BRIDGE INSPECTION DATE: 6/11/13

STRUCTURE IDENTIFICATION

(201) PARK: ROCK CREEK PARK (1) STATE: ....................................... 113 - DISTRICT OF COLUMBI

(202) STRUCTURE NAME: .......... PINEHURST BRANCH BRIDGE (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND: ............ 1 - BRIDGE (3) COUNTY CODE: ........................ 001 - DISTRICT OF COLUMBI

(204) STRUCTURE NUMBER: ..... 3450-030P (4) CITY/PLACE CODE:

(205) NPS REGION: .................... 2 - NATIONAL CAPITAL (5) INVENTORY ROUTE:

(206) ROUTE CODE NUMBER: ... 10 (6) FEATURES INTERSECTED:....... PINEHURST BRANCH

(207) ROAD SECTION NO: .......... 030P (7) FACILITY CARRIED: .................. BEACH DRIVE

(208) NPS ROAD CLASS: ............ 1 - PRINCIPAL PARK ROAD (8) STATE STRUCTURE NO: .......... 3450030P0000000

(209) WITHIN NPS BNDRY?: ....... YES (9) LOCATION: ................................ 0.2 MILES SOUTH OF SHERR

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

(211) PROJECT NO(S): ................ 202(1) (11) MILE POINT: ............................. 0.00 (KM PT 0.00)

(212) DRAWING NUMBERS: ....... 0000000000 (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:

1 - CONCRETE

11 - ARCH - DECK

16.0 FT (4.9 M)

16.0 FT (4.9 M)

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

6 - N/A

6 - N/A

N - NOT APPLICABLE

(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: .. N - NOT APPLICABLE

B) TYPE MEMBRANE: ................. N - NOT APPLICABLE

C) TYPE PROTECTION: .............. N - NOT APPLICABLE

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

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 0 - UNKNOWN (41) LOAD RESTRICTION: ......... A - OPEN, NO RESTRICTION

(66) INVENTORY RATING: ...... 27.0 TONS (24.0 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 37.0 TONS (34.0 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 6/13 (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. :

f

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 3450-030P

PINEHURST BRANCH BRIDGE INSPECTION DATE: 6/11/13

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 38°58'16.30"

(17) LONGITUDE: ......................... 77°02'37.70"

(19) DETOUR LENGTH: ............... 2 MI (3 KM)

(28A) LANES ON STRUCT:

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

(42A) SERVICE ON: ..................... 5 - HIGHWAY-PEDESTRIAN

(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: ........... 21.0 FT (6.4 M)

(52) DECK WIDTH: ............................ 35.5 FT (10.8 M)

(32) APPR. ROADWAY WIDTH: ........ 28.0 FT (8.5 M)

(213) APPR. PAVEMENT WIDTH: ..... 21.0 FT (6.4 M)

LEFT SHOULDER: .................. 1.0 FT (0.3 M)

RIGHT SHOULDER: ................ 6.0 FT (1.8 M)

(33) BRIDGE MEDIAN: ....................... 0 - NO MEDIAN

(34) SKEW ANGLE: ............................ 0 °

(35) DECK FLARE?: ........................... NO

(47) TOTAL HORIZ. CLEARANCE: .... 21.0 FT (6.4 M)

(50) SIDEWALKS:

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

RIGHT : ................................... 5.0 FT (1.5 M)

(214) BRIDGE RAIL TYPE:

RAIL CONFIGURATION: ......... 1 - FULL HEIGHT (NO PARAPE

MATERIAL: .............................. 8 - TIMBER/OTHER

DESIGN TYPE: ........................ 3 - SIMPLE RAIL (joints at each

(215) BRIDGE RAIL HEIGHT: ............ 1.83 FT (0.56 M)

(53) MIN. VRT. CLEAR. OVER DECK: 99.99 FT (99.99 M)

(54) MIN. VRT. UNDERCLEARANCE: 0.00 FT (0.00 M)

CONDITION AND APPRAISAL DATA, PROPOSED IMPROVEMENTS, AND COST

(58) DECK: ................................. N

(59) SUPERSTRUCTURE:

(60) SUBSTRUCTURE:

(61) CHANNEL:

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

(222) APPROACHES:

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

(36) TRAFFIC SAFETY FEAT: ... 0101

(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

5 - Stable; scour within limits of

1 - MAINTENANCE

C - MODERATE

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

2000-DOWNSTREAM SPANDREL WALL REBUILT, STEEL ARCH REPAINTED.

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

http:77�02'37.70 http:38�58'16.30

APPENDIX STRUCTURE NO. 3450-030P

PHOTOGRAPHS STRUCTURE NO. 3450-030P

FLOW

PHOTO #1 - LOOKING SOUTH TOWARD BINGHAM DRIVE

PHOTO #2 - EAST (DOWNSTREAM) SIDE; NOTE HIGH BACKWATER

FROM ROCK CREEK HAS OVERTOPPED SPILLWAY

PHOTO #3 - GENERAL TOPSIDE VIEW LOOKING SOUTH

PHOTO #4 - TYPICAL RANDOM CRACKING OF PAVEMENT;

SOUTHBOUND LANE SHOWN

PHOTO #5 - TYPICAL CHECKING OF TIMBER

GUARDRAIL; WEST GUARDRAIL SHOWN

PHOTO #6 - CRACKING OF SIDEWALK AT

NORTH END; NOTE SIDEWALK BROKEN DUE

TO SETTLEMENT

PHOTO #7 - EAST SIDEWALK UNDERMINED AT

NORTH END

PHOTO #8 - ROTATION OF WEST SPANDREL

WALL AT NORTH END

PHOTO #9 - GENERAL UNDERSIDE VIEW

LOOKING EAST, CONCRETE PORTION

PHOTO #10 - TYPICAL EFFLORESCENCE ON

UNDERSIDE OF RING STONES AT WEST SIDE;

NORTH END SHOWN

PHOTO #11 - GENERAL UNDERSIDE VIEW LOOKING WEST, STEEL

PORTION

PHOTO #12 - TYPICAL RUSTING OF ARCH WITH SECTION LOSS ON

PLATES AND HARDWARE; NORTH SIDE SHOWN

PHOTO #13 - CLOSE UP OF PREVIOUS

PICTURE; NOTE SEVERE CORROSION OF

SEAM

PHOTO #14 - GENERAL VIEW OF SOUTH

ABUTMENT

PHOTO #15 - VEGETATION ALONG UPSTREAM

SIDE OF STRUCTURE

PHOTO #16 - TYPICAL EFFLORESCENCE ON

WINGWALLS; NORTHWEST WINGWALL

SHOWN; ALSO NOTE DETERIORATION OF

VERTICAL JOINT FILLER

PHOTO #17 - PREVIOUSLY NOTED SOUTH ABUTMENT FOOTING

EXPOSED NOT VISIBLE DUE TO HIGH WATER

PHOTO #18 - TYPICAL SPALLING OF EXPOSED PORTIONS OF

CONCRETE FOOTING FOR STEEL PORTION OF ARCH; EAST END OF

NORTH ABUTMENT SHOWN

PHOTO #19 - SCOUR AT DOWNSTREAM END OF SOUTH ABUTMENT

PHOTO #20 - LOOKING UPSTREAM THROUGH STRUCTURE

PHOTO #21 - TYPICAL EROSION OF CHANNEL BANKS; SOUTH

UPSTREAM CHANNEL BANK SHOWN

PHOTO #22 - LOOKING DOWNSTREAM THROUGH STRUCTURE

PHOTO #23 - PREVIOUSLY NOTED SCALING OF CONCRETE ON

SPILLWAY NOT VISIBLE DUE TO HIGH WATER