BIR_9500-023P-2019.pdf

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STRUCTURE SUMMARY STRUCTURE NO. 9500-023P

QUINAULT RIVER BRIDGE INSPECTION DATE: 8/22/19

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL:

MAIN SPAN TYPE:

# OF BEAMS, MAIN SPAN: ..

DECK TYPE:

WEARING SURFACE:

ABUT. FOUNDATIONS:

PIER FOUNDATION(S):

ABUTMENT / PIER MAT'L: ...

PROJ./PLAN REF. NO:

NPS ROAD CLASS:

STRUCTURE HISTORY:

P/S CONCRETE CONTINUOUS

BOX GIRDER - SINGLE or SPREAD

CONCRETE CAST-IN-PLACE

NONE

PILE BENT

SPREAD FOOTING ON PILES

CONCRETE

UNKNOWN / RG1993

2 - CONNECTOR ROAD

NO. OF MAIN SPANS:

NO. OF APPR. SPANS:

STRUCT. TOTAL LENGTH: ..

MAX. SPAN LENGTH:

DECK WIDTH:

CURB TO CURB WIDTH:

YEAR BUILT:

YEAR RECONSTRUCTED: ..

SKEW ANGLE:

FRACTURE CRITICAL:

328.0 FT (100.0 M)

164.0 FT (50.0 M)

29.8 FT (9.1 M)

24.0 FT (7.3 M)

N/A

0 °

NO

LOCATION

OLYMPIC NATIONAL PARK MILE POINT: ..................... 12.70 (KM PT 20.44)

STATE: ................................. WASHINGTON LOCATION: 12.7 MI. NE OF JCT. HWY. 101 (MP

125.5) AND SOUTH SHORE ROAD. FACILITY CARRIED: ............ NORTH SHORE ROAD

FEATURE INTERSECTED: .. QUINAULT RIVER

STRUCTURE EVALUATION SUMMARY

This prestressed concrete box girder bridge is in satisfactory condition overall. The main structural problem at this time is widespread minor diagonal and longitudinal cracking of the sides of the box girder. In addition, rust staining on the underside of the box girder near the south abutment indicates possible water intrusion through the deck. To help prevent further water intrusion, the deck should be sealed with a silane or siloxane sealant. The condition of the box girder concrete will continue to be monitored during future inspection cycles. Scaling of the pier concrete at the water line is significant enough to expose two rebars; consideration should be giving to patching this area and armoring the leading edge of the pier to prevent future scaling/abrasion losses.

Another problem that should continue to be monitored is settlement of fill beneath the north abutment cap, which exposes piles beneath the cap.

Other problems noted include several large logs and a tree lodged against the pier, minor debris accumulation at the curbline ends, spalling with exposed rebar on the sidewalk near the middle of the south span, and an up to 18" drop-off at the sidewalk ends.

INSPECTION TEAM: J. HENSLEY, D. LEHMANN

CONDITION ASSESSMENT:

JORDAN HENSLEY, P.E., FIELD TEAM LEADER 360-619-7910

REPORT REVIEW:

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

REPORT APPROVAL: DATE: 3/25/20

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 9500-023P

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.

D226 PRIORITY OF IMPROVEMENT

ITEM

NO.

ROUTINE MAINTENANCE QTY. UNIT UNIT

COST

PRELIM.

COST

ESTIMATE

61.4 REMOVE FLOOD DEBRIS FROM PIER. 1 LS

58.7 PERIODICALLY REMOVE DEBRIS FROM ENDS OF CURBLINES AND DECK DRAINS. 1 LS

PRELIM. MAINTENANCE TOTAL : $6,000

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST

PRELIM. COST

ESTIMATES

REHAB. RECONSTR.

58.1 CLEAN AND SEAL DECK SURFACE WITH APPROVED

SILANE/SILOXANE SEALANT TO HELP PREVENT WATER INTRUSION.

1 LS

60.13 PATCH PIER CONCRETE SCALING AND ARMOR TO RESIST FUTURE

SCALING LOSS.

1 LS

222.6 REDUCE DROP-OFF AT SIDEWALK ENDS WITH STEPS OR RAMP. 1 LS

60.13 CONTRACT COSTS FOR MOBILIZATION, TRAFFIC CONTROL,

DESIGN AND CONSTRUCTION ENGINEERING.

1 LS

PRELIM. REHABILITATION/RECONSTRUCTION TOTAL :

PRELIMINARY ESTIMATE TOTAL* : ........................................... TBD

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

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FIELD INSPECTION REPORT STRUCTURE NO. 9500-023P

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 sec ion 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 6 ITEM REFERENCE AND REMARKS

F1. DECK SLAB

N2. EXPANSION JOINTS

N3. WEARING SURFACE

G4. RIDEABILITY

G5. CURBS, SIDEWALKS, AND MEDIAN

G6. PARAPETS AND/OR RAILINGS

F7. DRAINS AND DRAINAGE

N8. UTILITIES

G9. DEFLECTION AND/OR VIBRATION

N10. OTHER

59. SUPERSTRUCTURE 6

N1. BEARING DEVICES

F2. GIRDERS OR BEAMS

N3. ARCH(ES) OR SLAB(S)

N4. FLOOR BEAMS AND STRINGERS

N5. TRUSSES

N6. DIAPHRAGMS AND BRACING

N7. PAINT

N8. FASCIA(E)

G9. DEFLECTION AND/OR VIBRATION

G10. ALIGNMENT

N11. OTHER

58.1 MINOR TO MODERATE ABRASION OF DECK SURFACE WITH

EXPOSED AGGREGATE. SEVERAL PATCHED AREAS IN DECK

SURFACE OVER PIER. MODERATE MOSS GROWTH ON DECK

FACES. MINOR DIAGONAL CRACKING WITH EFFLORESCENCE ON

DECK UNDERSIDE AT BRIDGE CORNERS.

58.5 SIDEWALK ON EAST SIDE; CURB ON WEST SIDE. WIDESPREAD

MINOR SCALING, DELAMINATION, AND SPALLING THROUGHOUT.

MODERATE MOSS GROWTH ON CURB AND SIDEWALK. WSDOT

SURVEY MARKER ON SIDEWALK NEAR PIER. MODERATE SPALLING

WITH EXPOSED REBAR AND DETERIORATED CONCRETE ON

SIDEWALK NEAR MIDSPAN OF SOUTH SPAN.

58.6 WEATHERING STEEL BRIDGE RAILINGS. MINOR MOSS AND LICHEN

GROWTH ON STEEL RAILINGS.

58.7 MINOR DEBRIS ACCUMULATION AT ENDS OF CURBLINES. SEVERAL

DECK DRAINS PARTIALLY CLOGGED. MINOR MOSS AND

VEGETATION GROWTH IN CURB AND SIDEWALK JOINTS.

MODERATE RUSTING OF SOUTHEAST BOX GIRDER DRAIN.

60. SUBSTRUCTURE 6

ABUTMENTS

1. BREASTWALLS OR COLUMNS G

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS G

4. BACKWALLS AND/OR BULKHEADS G

5. FOUNDATIONS (PILES) 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 G

12. OTHER N

PIER(S)

13. WALLS AND/OR COLUMNS F

14. PILE BENTS N

15. CAPS AND/OR BEARING SEATS N

16. FOUNDATIONS N

17. EROSION AND/OR SCOUR G

18. SETTLEMENT OR DEFLECTION G

19. OTHER 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 6

G G G P N

HIGH

SUFF

12 FT.

GRAVEL, ROCK

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 G G F F G F 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

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 SOUTH SPAN:

TIMBER EMBEDDED IN BOX GIRDER WEB ON D/S SIDE AT SOUTH

END OF BRIDGE, NEAR TOP OF WEB.

MINOR RUST STAINING AT SEVERAL LOCATIONS ON UNDERSIDE OF

BOX GIRDER NEAR SOUTH ABUTMENT WITH MINOR

DETERIORATION OF CONCRETE; SMALL HOLE ON UNDERSIDE NEAR

EACH EDGE WITH WATER LEAKAGE AND RUST STAINING.

HONEYCOMBING IN SEVERAL LOCATIONS ON UNDERSIDE OF BOX

GIRDER, SOUTH SPAN.

NORTH SPAN:

FULL-LENGTH LONGITUDINAL CRACKING ON D/S SIDE OF BOX

GIRDER ALONG TOP OF WEB IN NORTH SPAN.

WIDESPREAD MINOR SPALLING ALONG D/S BOTTOM EDGE OF BOX

GIRDER NEAR NORTH ABUTMENT.

WIDESPREAD MINOR LONGITUDINAL CRACKING WITH

EFFLORESCENCE ON UNDERSIDE OF BOX GIRDER IN NORTH SPAN.

TRANSVERSE CRACKS WITH EFFLORESCENCE ON UNDERSIDE OF

BOX GIRDER IN NORTH SPAN.

BOTH SPANS:

FULL-LENGTH LONGITUDINAL CRACKING ON BOTH U/S AND D/S

SIDES OF BOX GIRDER ALONG BOTTOM CONSTRUCTION JOINT;

SEVERAL LOCATIONS WITH EFFLORESCENCE.

WIDESPREAD MINOR DIAGONAL CRACKING ON SIDES OF BOX

GIRDER NEAR ABUTMENTS; SOME CRACKS EXTEND INTO

BACKWALLS AND OVERHANGS.

MINOR MAP CRACKING OF SURFACE COATING THROUGHOUT BOTH

SIDES OF BOX GIRDER.

AREA (3'X3') OF HONEYCOMBING WITH 6" LENGTH OF REBAR

EXPOSED ON UNDERSIDE OF BOX GIRDER AT D/S SIDE OF PIER.

60.3 MINOR DIAGONAL CRACK WITH EFFLORESCENCE ON NORTH

ABUTMENT CAP BELOW EAST SIDE OF BOX GIRDER.

60.4 2"X4" VOID FROM PIECE OF TIMBER FROM CONSTRUCTION AT WEST

SIDE OF NORTH BACKWALL; MINOR HORIZONTAL CRACKING OF

BACKWALL AT THIS LOCATION. SEE ALSO 60.6.

60.6 MINOR CRACKING OF NORTHEAST WINGWALL WITH

EFFLORESCENCE. MINOR HORIZONTAL CRACK ALONG

CONSTRUCTION JOINT IN SOUTH WINGWALLS EXTENDING INTO

BACKWALL.

ADDITIONAL ITEM REFERENCE AND REMARKS

60.9 FULL LENGTH SETTLEMENT OF FILL BENEATH NORTH ABUTMENT CAP EXPOSES 6" OF PILES

60.11 RIPRAP PROTECTION IN PLACE AT ABUTMENT SLOPES.

60.13 MODERATE TO SEVERE SCALING (3" DEPTH) OF PIER CONCRETE WITH TWO EXPOSED REBARS ON EAST SIDE

OF PIER.

60.17, 61.4 SHEET PILING LEFT IN PLACE IN VICINITY OF PIER. LARGE ROCK IN CHANNEL JUST UPSTREAM OF PIER;

LOCATION OF ROCK MAY CONTRIBUTE TO SCOUR AT PIER DURING PERIODS OF HIGH FLOW. LOGS AND DEBRIS CAUGHT IN OLD BRIDGE FOUNDATION IN CHANNEL UNDER BRIDGE ALONG SOUTH BANK. SEVERAL LARGE LOGS

LODGED AGAINST ROCK AND PIER.

61.2 SEE BRIDGE FILE FOR SCOUR EVALUATION.

222.4,5 ASPHALT PAVEMENT AT NORTH APPROACH. MODERATE EROSION (2'L X 2'W X 1'D) DUE TO ROADWAY RUNOFF AT END OF BOTH WINGWALLS ON NORTH APPROACH; UNDERMINING 18"L X 2"H X 20" UNDER AT END OF WEST

WINGWALL, UNDERMINING 6"L X 3"H X 10" UNDER AT END OF EAST WINGWALL.

SOIL AND GRAVEL SURFACING AT SOUTH APPROACH.

222.6 MINOR SETTLEMENT (UP TO 1.50") OF NORTH APPROACH. UP TO 20" DROP-OFF AT BOTH SIDEWALK ENDS.

222.7 TYPE 3 REFLECTIVE OBJECT MARKERS AT BRIDGE CORNERS.

222.8 T-INTERSECTION AT SOUTH APPROACH.

36.B,C,D APPROACH RAILING IS NOT ATTACHED TO BRIDGE RAILING. NORTHWEST APPROACH GUARDRAIL HEIGHT AS LOW AS 1'-6" DOES NOT MEET AASHTO MINIMUM HEIGHT SPECIFICATION OF 2'-3" FOR TRAFFIC BARRIERS.

STRUCTURE LOAD RATING STRUCTURE NO. 9500-023P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 41 37 94 85

HS 44 40 97 88

TYPE 3 43 39 96 87

TYPE 3S2 48 44 102 93

TYPE 3-3 52 47 105 95

DESIGN LOADING: HS15 (MS13.5)

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: 1/16

LOAD RATING CONTROLLED BY: FULL SECTION

REMARKS: SEE BRIDGE FILE FOR LOAD RATING CALCULATIONS.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9500-023P

STRUCTURE IDENTIFICATION

(201) PARK: OLYMPIC NATIONAL PARK

(202) STRUCTURE NAME: .......... QUINAULT RIVER BRIDGE

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

(204) STRUCTURE NUMBER: ..... 9500-023P

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

(206) ROUTE CODE NUMBER: ... 105

(207) ROAD SECTION NO: ..........023P

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

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

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

(211) PROJECT NO(S): ................UNKNOWN

(212) DRAWING NUMBERS: ....... RG1993

(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: ..

530 - WASHINGTON (WA)

031 - JEFFERSON

161001050

QUINAULT RIVER

NORTH SHORE ROAD

9500023P0000000

12.7 MI. NE OF JCT. HWY.

99.99 FT (99.99 M)

12.70 (KM PT 20.44)

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:

6 - P/S CONCRETE CONTINUOUS

06 - BOX GIRDER - SINGLE or SPREAD

164.0 FT (50.0 M)

328.0 FT (100.0 M)

4 - PILE BENT

4 - PILE BENT

3 - SPREAD FOOTING ON PILES

3 - SPREAD FOOTING ON PILES

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: .. 0 - NONE

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

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

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

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 3 - HS15 (MS13.5) (41) LOAD RESTRICTION: ......... A - OPEN, NO RESTRICTION

(66) INVENTORY RATING: ...... 44.0 TONS (39.9 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 97.0 TONS (88.0 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 8/19 (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. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9500-023P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 47°31'59.60"

(17) LONGITUDE: ......................... 123°40'41.90"

(19) DETOUR LENGTH: ............... 4 MI (6 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:

24.0 FT (7.3 M)

29.8 FT (9.1 M)

40.0 FT (12.2 M)

28.0 FT (8.5 M)

4.0 FT (1.2 M)

8.0 FT (2.4 M)

0 - NO MEDIAN

0 °

NO

24.0 FT (7.3 M)

0.0 FT (0.0 M)

2.9 FT (0.9 M)

1 - FULL HEIGHT (NO PARAPE

4 - STEEL

1 - CONTINUOUS RAIL

3.13 FT (0.95 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: ... 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

5 - Stable; scour within limits of

2 - REHAB/RECONSTRUCTION

D - MINOR

TBD

TBD

TBD

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

Span #1 & #2 Length 63'; Type 605 (Post Tensioned) https://123�40'41.90 https://47�31'59.60 john.davis

APPENDIX STRUCTURE NO. 9500-023P

PHOTOGRAPHS STRUCTURE NO. 9500-023P

PHOTO #1 - LOOKING NORTH (AHEAD)

FLOW

PHOTO #2 - EAST (UPSTREAM) SIDE

PHOTO #3 - LOOKING SOUTH (BACK) TOWARD SOUTH SHORE ROAD

PHOTO #4 - WEST (DOWNSTREAM) SIDE

PHOTO #5 - GENERAL DECK VIEW LOOKING NORTH

PHOTO #6 - TYPICAL ABRASION OF DECK SURFACE WITH EXPOSED

AGGREGATE; SOUTH SPAN SHOWN, LOOKING EAST

PHOTO #7 - PATCHED AREAS IN DECK SURFACE OVER PIER, LOOKING

WEST

PHOTO #8 - GENERAL UNDERSIDE VIEW SOUTH SPAN, LOOKING

NORTH

PHOTO #9 - GENERAL UNDERSIDE VIEW CONCRETE BOX; NORTH

SPAN SHOWN, LOOKING SOUTH TOWARD PIER

PHOTO #10 - GENERAL UNDERSIDE VIEW CONCRETE BOX, SOUTH

SPAN LOOKING NORTH

PHOTO #11 - TYPICAL CRACKING WITH EFFLORESCENCE, OUTSIDE

EDGE OF CONCRETE BOX; NORTH SPAN SHOWN , NEAR NORTH

ABUTMENT

PHOTO #12 - TYPICAL CRACKING ON UNDERSIDE CONCRETE BOX;

UNDERSIDE NORTH SPAN SHOWN,LOOKING SOUTH

PHOTO #13 - TYPICAL CRACKING WITH EFFLORESCENCE ON

UNDERSIDE CONCRETE BOX GIRDER, NORTH SPAN SHOWN

PHOTO #14 - CRACKING WITH RUST STAINING AT DECK DRAIN,

UNDERSIDE CONCRETE BOX, NORTH MID-SPAN SHOWN

PHOTO #15 - TYPICAL FULL LENGTH LONGITUDINAL CRACKING OF

BOTH SIDES OF BOX GIRDER ALONG CONSTRUCTION JOINT AND TOP

OF WEB; EAST FACE IN NORTH SPAN SHOWN

PHOTO #16 - TYPICAL FULL LENGTH LONGITUDINAL CRACKING OF

BOTH SIDES OF BOX GIRDER ALONG CONSTRUCTION JOINT AND TOP

OF WEB; WEST FACE IN NORTH SPAN SHOWN

PHOTO #17 - GENERAL UNDERSIDE VIEW EAST OVERHANG LOOKING

SOUTH

PHOTO #18 - GENERAL UNDERSIDE VIEW WEST OVERHANG LOOKING

SOUTH

PHOTO #19 - TYPICAL HORIZONTAL AND DIAGONAL CRACKING IN

ENDWALL; SOUTHEAST CORNER OF STRUCTURE SHOWN

PHOTO #20 - CRACKING AT UNDERSIDE OF CONCRETE BOX AND

ABUTMENT INTERFACE; NORTH ABUTMENT SHOWN

PHOTO #21 - GENERAL VIEW NORTH ABUTMENT

PHOTO #22 - TYPICAL UNDERMINING OF NORTH ABUTMENT

PHOTO #23 - CLOSE-UP VIEW OF UNDERMINING NORTH ABUTMENT,

WITH EXPOSED STEEL H-PILE

PHOTO #24 - CLOSE-UP VIEW OF EXPOSED STEEL H-PILE AT NORTH

ABUTMENT

PHOTO #25 - GENERAL VIEW PIER, NORTH FACE SHOWN

PHOTO #26 - GENERAL VIEW DEBRIS ACCUMULATION AT NORTH

(UPSTREAM) SIDE OF PIER

PHOTO #27 - LARGE TIMBER DEBRIS AT EAST (UPSTREAM) SIDE OF

PIER

PHOTO #28 - GENERAL VIEW PIER, SOUTH FACE SHOWN; NOTE

DEBRIS ACCUMULATION AT UPSTREAM SIDE OF PIER

PHOTO #29 - GENERAL VIEW SCOUR HOLE UPSTREAM SIDE OF PIER,

LOOKING NORTH

PHOTO #30 - ABRASION AT WATERLINE OF PIER WITH EXPOSED

REBAR; EAST UPSTREAM FACE SHOWN; NOTE SCOUR HOLE FROM

DEBRIS ACCUMULATION

PHOTO #31 - CLOSE-UP VIEW SCOUR HOLE UPSTREAM SIDE OF PIER

DUE TO LARGE TIMBER DEBRIS ACCUMULATION

PHOTO #32 - CLOSE-UP VIEW OF EXPOSED REBAR AT WATERLINE OF

PIER; EAST UPSTREAM FACE SHOWN

PHOTO #33 - ABRASION AT WATERLINE OF PIER; WEST DOWNSTREAM

FACE SHOWN

PHOTO #34 - WEST DOWNSTREAM SIDE OF PIER

PHOTO #35 - GENERAL VIEW SOUTH ABUTMENT

PHOTO #36 - GENERAL VIEW OF EAST SIDEWALK AND RAILING,

LOOKING NORTH

PHOTO #37 - GENERAL CONDITION EAST CONCRETE CURB,

SIDEWALK, AND RAILING; NOTE PARTIALLY CLOGGED DECK DRAIN

LOOKING SOUTH, SOUTH SPAN SHOWN

PHOTO #38 - TYPICAL ABRASION OF CONCRETE SIDEWALK WITH

EXPOSED AGGREGATE; MID-SPAN OVER PIER, LOOKING EAST

PHOTO #39 - BENCHMARK IN EAST CONCRETE SIDEWALK, OVER PIER

PHOTO #40 - GENERAL VIEW WEST CONCRETE CURB AND RAILING,

LOOKING NORTH

PHOTO #41 - SOUTH APPROACH LOOKING SOUTH (BACK) TOWARD

SOUTH SHORE ROAD

PHOTO #42 - GENERAL VIEW SOUTH APPROACH, LOOKING WEST;

NOTE GRAVEL MIGRATION ONTO DECK

PHOTO #43 - VEGETATION GROWTH IN WEST CURBLINE AT

SOUTHWEST CORNER OF STRUCTURE

PHOTO #44 - NORTH APPROACH LOOKING NORTH (AHEAD)

PHOTO #45 - GENERAL CONDITION NORTH APPROACH, LOOKING

WEST

PHOTO #46 - 2 INCH SETTLEMENT AT NORTH APPROACH ASPHALT

PAVEMENT AND PATCHED AREA ON NORTHWEST CORNER OF DECK

SURFACE

PHOTO #47 - GENERAL CONDITION OF NORTH APPROACH LOOKING

EAST

PHOTO #48 - GENERAL VIEW OF NORTHEAST ENDWALL; NOTE

CRACKING WITH EFFLORESCENCE

PHOTO #49 - TYPICAL DROP-OFF AT SIDEWALK ENDS; APPROXIMATELY

28 INCH DROP-OFF, NORTHEAST END SHOWN

PHOTO #50 - HEAVY VEGETATION ENCROACHMENT AT NORTHWEST

CORNER OF STRUCTURE

PHOTO #51 - VIEW FROM BRIDGE LOOKING EAST (UPSTREAM)

PHOTO #52 - VIEW FROM BRIDGE LOOKING WEST (DOWNSTREAM)

PHOTO #53 - LOOKING EAST (UPSTREAM) FROM UNDERSIDE OF

STRUCTURE

PHOTO #54 - LOOKING WEST (DOWNSTREAM) FROM UNDERSIDE OF

STRUCTURE