2018_-_Happy_Isle_Bridge_Inspection_Report.pdf

STRUCTURE SUMMARY STRUCTURE NO. 8800-009S

HAPPY ISLES BRIDGE INSPECTION DATE: 7/14/18

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: .. 125.5 FT (38.3 M)

DECK TYPE: ......................... NOT APPLICABLE MAX. SPAN LENGTH: .......... 75.0 FT (22.9 M)

WEARING SURFACE: .......... NOT APPLICABLE DECK WIDTH: ...................... 40.0 FT (12.2 M)

ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 27.0 FT (8.2 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: ......... 1B2 / NONE SKEW ANGLE: ..................... 30 °

NPS ROAD CLASS: .............. 3 - SPECIAL PURPOSE FRACTURE CRITICAL: ........ NO

STRUCTURE HISTORY: ...... 2015 - ADDITIONAL SCOUR ANALYSIS PERFORMED.

LOCATION

YOSEMITE NATIONAL PARK MILE POINT: ..................... 0.55 (KM PT 0.89)

STATE: ................................. CALIFORNIA LOCATION: Approximately 500' downstream from Happy Isles Nature Center, on shuttle bus/service road. FACILITY CARRIED: ............ HAPPY ISLES LOOP

FEATURE INTERSECTED: .. MERCED RIVER

STRUCTURE EVALUATION SUMMARY

This concrete arch bridge is in fair condition overall, and is currently open only to service vehicles, shuttle buses, bicycles, and vehicles displaying a wheelchair emblem placard. The main problem is scour and undermining of the west pier footing, which should be repaired with engineered riprap. Undermining has increased at this location since the previous inspection.

It should also be noted that this structure has been deemed "scour critical", i.e. calculations from a 1998 scour study indicate the bridge foundations may be susceptible to undermining and instability during a major flood event. An additional scour evaluation was performed in 2015, and recommended installing engineered riprap in front of both piers, as well as monitoring the foundations for scour following major flood events.

Other problems include a moderate depression in asphalt of west approach; trees overhanging the northeast corner of the bridge; spalling with exposed rebar at the base of both abutments; and moderate sand and debris accumulation along the curblines.

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

INSPECTION TEAM: J. ANDERSON, , D. CHRISTENSEN

CONDITION ASSESSMENT:

JEFFREY ANDERSON, P.E., FIELD TEAM LEADER 720-963-3384

REPORT REVIEW:

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

REPORT APPROVAL: DATE: 12/4/18

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 8800-009S

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.

C226 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.

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: It is recommended that bridge foundations be monitored for scour following major flood events.

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

FIELD INSPECTION REPORT STRUCTURE NO. 8800-009S

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

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

(TREES)

N N F N N N N F G

N G

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

F N N N P G N

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

12.

13.

14.

15.

16.

17.

18.

19.

58.5 NORTH SIDEWALK USED AS BRIDLE PATH FOR HORSE TRAFFIC;

ASPHALT SURFACE IS ROUGH WITH MANY POTHOLES UP TO 2"

DEEP.

MODERATE DETERIORATION OF SIDEWALKS AT APPROACHES,

HAVE BEEN REPAIRED SINCE PREVIOUS INSPECTION; SEE ALSO

222.5.

58.6 MINOR CRACKING OF PARAPET MORTAR JOINTS.

58.7 MINOR ACCUMULATION OF SAND AND DEBRIS ALONG CURBLINES

AND BASE OF PARAPETS; MINOR VEGETATION GROWTH FROM

SAND.

58.10 TREE OVERHANGING NORTHEAST AND NORTHWEST BRIDGE

CORNERS.

59.3,8 SCALING OF CONCRETE WITH EFFLORESCENCE ALONG NORTH

SIDE OF WEST ARCH AT UPSTREAM END.

SCALING WITH EFFLORESCENCE ALONG NORTH SIDE OF ARCH

WITH HEAVY EFFLORESCENCE BETWEEN STONE RING AND ARCH.

TRANSVERSE CRACKS IN BOTTOM OF ARCH WITH

EFFLORESCENCE FROM CRACKS AT SOUTHEAST AND NORTHWEST

CORNERS. MISSING GROUT AT BOTTOM OF STONE RING AT SOUTH

END OF WEST PIER. MINOR HONEYCOMBING ALONG NORTH ARCH

UNDERSIDE. MODERATE DETERIORATION OF MORTAR AT STONE

RING AND CONCRETE INTERFACE.

MINOR CRACKING OF MASONRY MORTAR JOINTS ON SPANDREL

WALLS WITH EFFLORESCENCE FROM MORTAR.

60.1 THREE MINOR SPALLS WITH EXPOSED REBAR ON WEST ABUTMENT

BREASTWALL; FOUR ON EAST ABUTMENT BREASTWALL AT

GROUNDLINE. MINOR VERTICAL CRACKING OF ABUTMENT

BREASTWALLS. SCALING OF CONCRETE WITH EFFLORESCENCE AT

ENDS OF BOTH ABUTMENTS.

CRACK IN STONE RING AT DOWNSTREAM END OF EAST ABUTMENT.

G P P G F N

F

N

N

N

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 PROTECTION 3.

EROSION AND/OR SCOUR 2.

ALIGNMENT 1.

61. CHANNEL 4

P P N G N

HIGH

SUFF

16 FT.

BOULDERS

222. APPROACHES 6

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER (SIDEWALK)

N N N F F G G G P

223. RETAINING WALL 6

1. WALL

2. WEEP HOLES

3. FOUNDATION

4. EROSION AND/OR SCOUR

5. SETTLEMENT OR DEFLECTION

6. OTHER

G N N G F N

36. TRAFFIC AND SAFETY FEATURES

A. BRIDGE RAILINGS

B. TRANSITIONS

C. APPROACH GUARDRAILS

D. 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.

60.6 MINOR CRACKING OF WINGWALL MASONRY MORTAR JOINTS WITH

MINOR EFFLORESCENCE FROM MORTAR.

60.13 MODERATE TO HEAVY ABRASION OF PIER WALLS EXTENDING FROM

BOTTOMS TO 3' ABOVE EXISTING WATERLINE, ALONG FULL LENGTH

OF PIERS. MINOR VOIDS IN FACES OF BOTH PIERS. MINOR

VERTICAL AND DIAGONAL CRACKING OF WEST FACE OF WEST PIER

WALL AT CENTER. LIGHT SCALING WITH EFFLORESCENCE OF EAST

FACE OF EAST PIER AT BOTH ENDS.

60.17 SCOUR HAS EXPOSED ENTIRE LENGTH OF WEST PIER FOOTING UP

TO 7.5' WITH UP TO 2.5' OF UNDERMINING ALONG UPSTREAM FACE.

WATER WAS TOO DEEP TO DETERMINE FULL EXTENT OF

UNDERMINING DURING TIME OF THIS INSPECTION.

SCOUR HAS EXPOSED ENTIRE LENGTH OF EAST PIER FOOTING UP

TO 4', NO UNDERMINING NOTED. FORM BOARDS EXPOSED AT

UPSTREAM END OF EAST PIER.

61.1 STREAM DIRECTED TOWARD UPSTREAM CORNER OF WEST PIER

CAUSING SCOUR; SEE ALSO 60.17.

61.2 CHANNEL APPEARS TO HAVE DROPPED 3' TO 4' IN ELEVATION

SINCE ORIGINAL CONSTRUCTION DUE TO GENERAL SCOUR.

MODERATE TO SEVERE SLOUGHING OF UP AND DOWNSTREAM

CHANNEL BANKS WITH SEVERAL UNDERMINED TREES.

61.2 SEE BRIDGE FILE FOR SCOUR EVALUATION.

61.3 PREVIOUSLY NOTED RIPRAP ON EAST, DOWNSTREAM CHANNEL

BANK APPEARS TO BE NATURAL STONE EXPOSED BY SLOUGHING.

222.4 MODERATE SETTLEMENT (DIP) OF ASPHALT WEARING SURFACE AT

WEST APPROACH.

222.5 MODERATE EROSION OF APPROACH ROADWAY SHOULDER

EMBANKMENT AT NORTH SIDE OF WEST APPROACH AND BOTH

SIDES OF EAST APPROACH; ENDS OF SIDEWALK BROKEN UP AT

THESE LOCATIONS, HAVE BEEN REPAIRED SINCE PREVIOUS

INSPECTION. SEE ALSO 58.5. NORTHWEST CORNER HAS 5"

DROP-OFF.

222.6 MINOR SETTLEMENT OF BOTH APPROACHES; SETTLEMENT

TRANSITIONED WITH ASPHALT AT WEST APPROACH. MINOR

DETERIORATION OF ASPHALT IN APPROACH SHOULDERS, NOT

NOTED DURING THIS INSPECTION.

222.7 "HAPPY ISLES BRIDGE" SIGNS POSTED ON NORTHEAST AND

SOUTHWEST PARAPET ENDS.

ADDITIONAL ITEM REFERENCE AND REMARKS

223.1,4,5 GROUTED ROCK WALL AT NORTHWEST WINGWALL END HAS DETACHED FROM WINGWALL AND PUSHED

OUTWARD UP TO 12" AT BASE.

DRY-STACKED RETAINING WALL AT NORTH SIDE OF EAST PIER IS IN GOOD CONDITION.

36.B,C,D NO APPROACH GUARDRAILS PRESENT.

STRUCTURE LOAD RATING STRUCTURE NO. 8800-009S

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 8 7 15 14

HS 21 19 36 33

TYPE 3 14 13 25 23

TYPE 3S2 21 19 36 33

TYPE 3-3 23 21 40 36

DESIGN LOADING: UNKNOWN

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: LOAD RATING IS BASED ON ENGINEERING JUDGEMENT IN ACCORDANCE WITH AASHTO MANUAL FOR

BRIDGE EVALUATION (MBE). SEE BRIDGE FILE FOR MORE INFORMATION.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 8800-009S

STRUCTURE IDENTIFICATION

(201) PARK: YOSEMITE NATIONAL PARK

(202) STRUCTURE NAME: .......... HAPPY ISLES BRIDGE

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

(204) STRUCTURE NUMBER: ..... 8800-009S

(205) NPS REGION: .................... 6 - PACIFIC WEST

(206) ROUTE CODE NUMBER: ... 408

(207) ROAD SECTION NO: ..........009S

(208) NPS ROAD CLASS: ............ 3 - SPECIAL PURPOSE

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

(210) OPERATING UNIT: ............. PARK

(211) PROJECT NO(S): ................1B2

(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: ..

069 - CALIFORNIA (CA)

043 - MARIPOSA

168004080

MERCED RIVER

HAPPY ISLES LOOP

8800009S0000000

Approximately 500' downst

99.99 FT (99.99 M)

0.55 (KM PT 0.89)

N/A

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:

1 - CONCRETE

11 - ARCH - DECK

75.0 FT (22.9 M)

125.5 FT (38.3 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

N - NOT APPLICABLE

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

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

(46) NO. OF APPROACH SPANS: .. 2

(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?: ..................... NO

LOAD RATING AND POSTING

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

(66) INVENTORY RATING: ...... 21.0 TONS (19.1 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 36.0 TONS (32.7 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 7/18 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: Y - 3 - LOAD RATING CALCULATION (A) FRACTURE CRITICAL: ... NO

INSP. EVERY: MONTHS - LAST INSP. : (220) SPECIAL STUDY TYPE: 5 - SCOUR

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

(221) SPECIAL STUDY DATE: 9/98 INSP. EVERY: MONTHS - LAST INSP. :

(C) SPECIAL INSPECTION: .. NO

INSP. EVERY: MONTHS - LAST INSP. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 8800-009S

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 37°43'57.40"

(17) LONGITUDE: ......................... 119°33'31.20"

(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:

(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:

27.0 FT (8.2 M)

40.0 FT (12.2 M)

25.0 FT (7.6 M)

21.0 FT (6.4 M)

2.0 FT (0.6 M)

2.0 FT (0.6 M)

0 - NO MEDIAN

30 °

NO

27.0 FT (8.2 M)

4.6 FT (1.4 M)

4.6 FT (1.4 M)

3 - PARAPET ONLY

9 - OTHER

1 - CONTINUOUS RAIL

3.83 FT (1.17 M)

99.99 FT (99.99 M)

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:

(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

3 - Scour critical; foundations un

2 - REHAB/RECONSTRUCTION

C - MODERATE

$3,000

$48,000

$0

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

2015 - ADDITIONAL SCOUR ANALYSIS PERFORMED.

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

Span #1 - Length 75'; Type 111 (R/C Spandrel Arch) https://119�33'31.20 https://37�43'57.40

APPENDIX STRUCTURE NO. 8800-009S

PHOTOGRAPHS STRUCTURE NO. 8800-009S

PHOTO #1 - LOOKING EAST

FLOW

PHOTO #2 - SOUTH (UPSTREAM) SIDE

PHOTO #3 - GENERAL TOPSIDE VIEW LOOKING EAST

PHOTO #4 - DEBRIS IN CURBLINES, SOUTH CURBLINE SHOWN

PHOTO #5 - POTHOLES IN ASPHALT ALONG

NORTH SIDEWALK

PHOTO #6 - POTHOLE IN SOUTH SIDEWALK

PHOTO #7 - SCALING OF CONCRETE WITH EFFLORESCENCE ALONG

NORTH SIDE OF WEST ARCH

PHOTO #8 - GENERAL UNDERSIDE VIEW OF CENTER SPAN

PHOTO #9 - SCALING WITH EFFLORESCENCE ALONG NORTH SIDE OF

ARCH

PHOTO #10 - TRANSVERSE CRACKS IN BOTTOM OF ARCH AT

SOUTHEAST CORNER; NOTE EFFLORESCENCE

PHOTO #11 - MISSING MORTAR AT BOTTOM OF RING STONES AT

SOUTH END OF WEST PIER

PHOTO #12 - GENERAL VIEW OF WEST ABUTMENT

PHOTO #13 - SPALLS IN BOTTOM OF WEST ABUTMENT WITH EXPOSED

REBAR

PHOTO #14 - SCALING OF WEST ABUTMENT CONCRETE AT BOTH

ENDS; NOTE EFFLORESCENCE

PHOTO #15 - GENERAL VIEW OF EAST ABUTMENT

PHOTO #16 - GENERAL VIEW OF WEST PIER, EAST FACE

PHOTO #17 - GENERAL VIEW OF WEST PIER, WEST FACE

PHOTO #18 - ABRASION ON WEST FACE OF WEST PIER ALONG

WATERLINE

PHOTO #19 - 30" OF UNDERMINING ALONG UPSTREAM FACE OF WEST

PIER

PHOTO #20 - ABRASION AND VOIDS (GOING BACK UP TO 4") IN

DOWNSTREAM FACE OF WEST PIER

PHOTO #21 - GENERAL VIEW OF EAST FACE OF EAST PIER

PHOTO #22 - ABRASION ON WEST FACE OF EAST PIER WALL

PHOTO #23 - VOIDS IN WEST FACE OF EAST PIER

PHOTO #24 - ABRASION ON EXPOSED FOOTING AT UPSTREAM END OF

EAST PIER; NOTE EXPOSED FORM BOARDS

PHOTO #25 - EFFLORESCENCE FROM STONE MASONRY MORTAR

JOINTS AT NORTH END OF EAST PIER

PHOTO #26 - UNDERMINED TREE AT SOUTH END OF WEST PIER

PHOTO #27 - EFFLORESCENCE FROM NORTHWEST WINGWALL

MORTAR JOINTS

PHOTO #28 - DETERIORATED MORTAR JOINTS AT UPSTREAM END OF

WEST PIER

PHOTO #29 - LOOKING UPSTREAM

PHOTO #30 - LOOKING DOWNSTREAM