9830-011P - Ghiglione Bridge Inspection 2019.pdf

STRUCTURE SUMMARY STRUCTURE NO. 9830-011P

GHIGLIONE CREEK BRIDGE INSPECTION DATE: 6/25/19

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: .. 4 STRUCT. TOTAL LENGTH: ..

DECK TYPE: ......................... CONCRETE CAST-IN-PLACE MAX. SPAN LENGTH:

WEARING SURFACE: .......... MONOLITHIC CONCRETE DECK WIDTH:

ABUT. FOUNDATIONS: ........ PILE BENT CURB TO CURB WIDTH:

PIER FOUNDATION(S): ........ SPREAD FOOTING ON PILES YEAR BUILT:

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

PROJ./PLAN REF. NO: ......... UNKNOWN / 956 SKEW ANGLE:

NPS ROAD CLASS: .............. 1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL:

STRUCTURE HISTORY: ...... 11/02-EARTHQUAKE. 5/08, 5/12, 5/18 -SNOOPER INSPECTION.

LOCATION

139.0 FT (42.4 M)

45.0 FT (13.7 M)

32.5 FT (9.9 M)

28.0 FT (8.5 M)

N/A

99 °

NO

DENALI NATIONAL PARK & PRESERVE MILE POINT: ..................... 41.90 (KM PT 67.43)

STATE: ................................. ALASKA LOCATION: 40.19 MILES WEST OF AK ROUTE 3 (MP

237.3) ON DENALI PARK ROAD. FACILITY CARRIED: ............ DENALI PARK ROAD

FEATURE INTERSECTED: .. GHIGLIONE CREEK

STRUCTURE EVALUATION SUMMARY

This steel multi-beam bridge is in fair condition overall. While there have been no significant changes in the condition of the bridge since the previous inspection, the possibility of additional movement of the structure and susceptibility to seismic events are sources of concern.

The main structural problem is sheared anchor bolts at the west abutment bearings, apparently due to thermal expansion of the superstructure along the curved alignment of the bridge. In addition, the beam ends at the east abutment appear to have shifted laterally up to 3/4", and have broken weld connections between the rocker plates and bottom flanges of the beams. This condition may be due to an earthquake that occurred in the vicinity of the structure in November 2002. The earthquake also appears to have caused heaving and subsequent settling (up to 4") of the embankment at both ends of the bridge, as well as a fissure in the embankment in front of the east abutment.

It should be noted that this bridge is scheduled to be removed in the near future under an upcoming roadway realignment project. Installation of object markers at the bridge corners is recommended to help improve motorist safety until the bridge is removed. Slope erosion at the southeast and southwest corners of the bridge has almost cut back to the roadway and should be repaired. In addition, until removed this structure should be inspected for damage immediately following any significant seismic event.

INSPECTION TEAM: E. MILTNER, F. R. QUINONEZ

CONDITION ASSESSMENT:

ED MILTNER, P.E., FIELD TEAM LEADER

REPORT REVIEW:

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

REPORT APPROVAL: DATE: 12/9/19

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 9830-011P

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

ITEM

NO.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST

PRELIM. COST

ESTIMATES

REHAB. RECONSTR.

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

Bridge is scheduled to be removed in the near future under an upcoming roadway realignment project

FIELD INSPECTION REPORT STRUCTURE NO. 9830-011P

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

P2. EXPANSION JOINTS

N3. WEARING SURFACE

G4. RIDEABILITY

F5. CURBS, SIDEWALKS, AND MEDIAN

F6. PARAPETS AND/OR RAILINGS

G7. DRAINS AND DRAINAGE

N8. UTILITIES

F9. DEFLECTION AND/OR VIBRATION

N10. OTHER

59. SUPERSTRUCTURE 5

F1. BEARING DEVICES

G2. GIRDERS OR BEAMS

N3. ARCH(ES) OR SLAB(S)

N4. FLOOR BEAMS AND STRINGERS

N5. TRUSSES

G6. DIAPHRAGMS AND BRACING

G7. PAINT

N8. FASCIA(E)

F9. DEFLECTION AND/OR VIBRATION

F10. ALIGNMENT

G11. OTHER (WILDLIFE)

60. SUBSTRUCTURE 6

RAILING TYPE HAS NOT BEEN CRASH-TESTED FOR SAFETY.

58.1 FULL-DEPTH PATCH IN DECK IN EAST SPAN, NORTH SIDE OF BEAM

#3, REMAINS IN GOOD CONDITION; SOME MINOR CRACKING ON

UNDERSIDE OF PATCH. EAST SPAN DECK SLAB IS 3/4" HIGHER

THAN CENTER SPAN AT EAST PIER, NORTH SIDE, AND IS 1/2"

LOWER THAN EAST ABUTMENT BACKWALL, BOTH SIDES.

CLEAT TRACK DAMAGE THROUGHOUT DECK SURFACE, UP TO 1/4"

DEEP. HAIRLINE TRANSVERSE SOME WITH EFFLORESCENCE AND

MAP CRACKING THROUGHOUT DECK UNDERSIDE. MINOR

HONEYCOMBING ON DECK UNDERSIDE NO EFFLORESCENCE OR

DELAMINATION, SPAN #2, CENTER BAY NEAR EAST PIER.

REMARKS FROM PREVIOUS SNOOPER INSPECTIONS:

AREA OF MODERATE HAIRLINE CRACKS IN EAST SPAN BETWEEN

BEAMS #1 AND #2 ON DECK UNDERSIDE, TWO AREAS WITH

EXPOSED REBAR IN WEST SPAN, BETWEEN BEAMS #1 AND #2 AND

BETWEEN #2 AND #3. SPALL ON DECK UNDERSIDE AT JOINT

OVERHANG ABOVE PIER #2.

58.2 DECK IS ON CURVED ALIGNMENT. EXPANSION JOINTS AT PIERS

ARE TIGHTER ON SOUTH SIDE OF BRIDGE (INSIDE OF CURVE) THAN

ON NORTH SIDE: JOINT WIDTH ON SOUTH SIDE - 3/4" AT WEST

PIER, 1" AT EAST PIER; NORTH SIDE - 2" AT WEST PIER, 2" AT EAST

PIER. MODERATE DETERIORATION OF SEALANT MATERIAL IN

THESE JOINTS; SEALANT IS EXTRUDING OUT AT SOUTH END OF

BOTH JOINTS, STRETCHED THIN AND DEVELOPING HOLES AT

NORTH END.

SEALANT IN JOINT OVER WEST ABUTMENT AND WEST PIER ARE

EXTRUDING UP OUT OF JOINT, MORE TOWARD NORTH END

(OUTSIDE OF CURVE), AS IF SUPERSTRUCTURE IS ROTATING

COUNTERCLOCKWISE.

CONCRETE PIECES ON TOP OF BOTH PIERS, BOTH SIDES, HAVE

FALLEN FROM SPALLS IN DECK JOINTS.

ABUTMENTS

1. BREASTWALLS OR COLUMNS F

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS G

4. BACKWALLS AND/OR BULKHEADS G

5. FOUNDATIONS 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)

13. WALLS AND/OR COLUMNS G

14. PILE BENTS N

15. CAPS AND/OR BEARING SEATS G

16. FOUNDATIONS G

17. EROSION AND/OR SCOUR G

18. SETTLEMENT OR DEFLECTION G

19. OTHER N

ITEM REFERENCE AND REMARKS

61. CHANNEL 8

1. ALIGNMENT G

2. EROSION AND/OR SCOUR G

3. CHANNEL PROTECTION N

4. WATERWAY OBSTRUCTIONS G

5. OTHER N

6. ADEQUACY OF OPENING SUFF

7. NORMAL VELOCITY MED

8. AVERAGE CLEAR OPENING 35 FT.

9. STREAM BED COMPOSITION :

GRAVEL

222. APPROACHES 7

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER

N N N G F G N 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

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.

58.5 MODERATE SPALLING OF NORTH CURB AT JOINTS AT BOTH ENDS

OF BRIDGE, LIKELY DUE TO COMPRESSIVE FORCE FROM THERMAL

EXPANSION; DELAMINATION ALSO PRESENT AT EAST END OF

BRIDGE (SEE 59.9.10). SEVERE SPALLING AND DELAMINATION OF

BOTH INSIDE AND OUTSIDE FACES OF SOUTH CURB AT JOINT AT

EAST END OF BRIDGE.

58.6 LIGHT SPOT RUSTING OF TOP FLANGE OF RAILINGS. MINOR

CRACKING OF RAIL POSTS.

58.7 FIRST AND LAST DECK DRAINS HAVE BEEN PLUGGED WITH STEEL

PLATES. HEAVY SOIL BUILD-UP IN SOUTH SHOULDER AT EAST

EXPANSION JOINT.

59.1 BRIDGE PLANS INDICATE FIXED BEARINGS AT WEST ABUTMENT. 5

OF 8 ANCHOR BOLTS ARE SHEARED OFF (BOTH BOLTS FOR BEAMS

#1 AND #3, AND DOWNSTREAM BOLT FOR BEAM #2) AND REMAINING

3 ARE LOOSE, ALSO APPARENTLY SHEARED, BUT STILL IN PLACE.

SHEARING OF BOLTS IS LIKELY DUE TO THERMAL EXPANSION OF

SUPERSTRUCTURE AS IT HAD OCCURRED PRIOR TO 2002

EARTHQUAKE (SEE 59.9,10).

EXTERIOR BEARING PLATE ANCHOR BOLTS AT WEST ABUTMENT

WERE MISSING AT TIME OF INSPECTION.

REMARKS FROM PREVIOUS SNOOPER INSPECTIONS:

CENTER SPAN BEARINGS SHIFTED WEST (1 1/4" AT SOUTH END, 5/8"

NORTH END). ANCHOR BOLT BENT OR SHEARED ON BEARINGS

OVER WEST PIER, CENTER AND WEST SPANS. SOUTH BOLT

MISSING ON BEAM #2, WEST PIER. ALL ANCHOR BOLTS BENT

TOWARD WEST ON EAST SPAN SIDE. BEAM #1 AND BEAM #2

BOTTOM FLANGE OF CENTER SPAN RESTS ON SOLE PLATE OF

EAST SPAN BEAM. AREA OF OVERLAP ON BEAM #1 (1/2"L X 3"),

BEAM #2 (3/8"L X 2 1/2"). SOLE PLATE SHIFTED 1" TO WEST ON EAST

SPAN SIDE OF EAST PIER, ALL BEAMS. SPAN #1 BEAMS #1 & 2 AT

END OF SLOTTED DIA. HOLES AT PIERS #1 $ 2; BEAMS #3 & 4 STILL

HAVE ROOM. BEAMS #2 & 3 AT PIER #1 ON EAST FACE NORTH SIDE

HAVE PLATE WASHER BUCKLED WITH BENT ANCHOR BOLT. BEAM

#1, PIER #2 NORTH SIDE, MISSING (SHEARED) CENTER SPAN BOLT;

UNSEATED WEST SPAN BOLT.

59.1,10 BEAMS APPEAR TO HAVE SHIFTED LATERALLY UP TO 3/4" AT EAST

ABUTMENT, AND HAVE BROKEN WELD CONNECTIONS BETWEEN

ROCKER PLATES AND BOTTOM FLANGES. BOTTOM FLANGES ARE

NOW PUSHING AGAINST SOUTH ANCHOR BOLT WASHERS.

59.2 REMARKS FROM PREVIOUS SNOOPER INSPECTION:

MINOR SPECKLED RUST IN FEW LOCATIONS ON BEAMS. BEAM #1

HAS NO COVER PLATES IN ALL SPANS, WITH NOTICEABLE SAG.

59.6 BENT BOTTOM FLANGE OF DIAPHRAGM IN CENTER SPAN BETWEEN

BEAM #1 AND #2.

ADDITIONAL ITEM REFERENCE AND REMARKS

59.7 ISOLATED AREAS OF MINOR FLAKING OF TOP COAT OF PAINT ON BEAMS. MINOR FLAKING OF BOTTOM COAT IN

SOME AREAS; NO RUST NOTED.

59.9,10 BRIDGE SUPERSTRUCTURE APPEARS TO BE UNDERGOING EXCESSIVE THERMAL EXPANSION/CONTRACTION

ALONG RADIAL ALIGNMENT. MINOR DEAD LOAD SAG IN EACH SPAN.

59.11 ACTIVE RAVEN'S NEXT ON DOWNSTREAM ENDS OF PIER CAPS. NESTS COVER BEARINGS FOR BEAM #1.

60.1,3,6 1/8" WIDE, FULL HEIGHT VERTICAL CRACK IN CENTER OF EACH ABUTMENT BREASTWALL CONTINUES INTO

BEARING SEAT.

MODERATE VERTICAL CRACK EXTENDS FROM SOUTH CORNER OF EAST ABUTMENT BEARING SEAT INTO

ABUTMENT AND WINGWALL; SIMILAR CRACK AT SOUTH SIDE OF WEST ABUTMENT.

LARGE 12" X 15" SPALL WITH EXPOSED REBAR AT TOP OUTSIDE CORNER OF NORTHEAST WINGWALL ADJACENT

TO END OF BRIDGE.

SURVEY MARKER ON SOUTHEAST AND SOUTHWEST WINGWALLS.

60.3 ABUTMENT #2 HAS VISIBLY SETTLED MATCHING PREVIOUSLY REPORTED EMBANKMENT SETTLEMENT.

60.4 SURFACE SPALLS ON CONCRETE BACKWALLS.

60.9 MODERATE TO SEVERE EROSION AT SOUTH CORNERS OF BOTH ABUTMENTS; SLOPE MATERIAL IS EXTREMELY ERODIBLE AND STEEP. LARGE SECTION OF SOIL HAS SLOUGHED OFF AT DOWNSTREAM SIDE OF EAST

ABUTMENT.

VEGETATION GROWING ON DOWNSTREAM SIDE OF WEST APPROACH.

2002 EARTHQUAKE APPEARS TO HAVE DROPPED EMBANKMENT UP TO 4" AT ABUTMENTS. FISSURE IN SOIL NEAR WEST ABUTMENT, LIKELY FROM EARTHQUAKE, EXTENDING ENTIRELY ACROSS EMBANKMENT IN FRONT

OF ABUTMENT.

60.15 LARGE BIRDS NEST ON TOP OF BOTH PIERS, SOUTH SIDE.

BIRD DROPPING STAINS ON THE WEST APPROACH WINGWALL (DOWNSTREAM SIDE).

REMARKS FROM PREVIOUS SNOOPER INSPECTIONS:

DEBRIS FROM DECK JOINTS ON PIERS #1 & #2 DIAPHRAGMS AND CAPS.

60.17 EROSION OF EAST BANK AT SOUTH COLUMN OF EAST PIER HAS EXPOSED OLD TIMBER PILES.

61.2 SEE BRIDGE FILE FOR SCOUR EVALUATION.

222.4,6 MINOR SETTLEMENT OF GRAVEL APPROACH ROADWAY SURFACE AT EAST APPROACHES. MINOR GRAVEL

MIGRATION ONTO BOTH ENDS OF DECK FROM APPROACHES.

ADDITIONAL ITEM REFERENCE AND REMARKS

222.5 APPROACH EMBANKMENT EROSION AT BOTH SOUTHEAST AND SOUTHWEST CORNERS OF BRIDGE. SIGNIFICANT

RILLS IN SOUTHEAST APPROACH EMBANKMENT HAVE ALMOST CUT SLOPE BACK TO ROAD.

222.7 NO OBJECT MARKERS PRESENT AT EITHER APPROACH.

36.A RAILING TYPE HAS NOT BEEN CRASH-TESTED FOR SAFETY.2

STRUCTURE LOAD RATING STRUCTURE NO. 9830-011P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 22 20 37 34

HS 29 26 49 44

TYPE 3 27 24 45 41

TYPE 3S2 42 38 71 64

TYPE 3-3 51 46 86 78

DESIGN LOADING: HS15 (MS13.5)

X CAPACITY MEETS OR EXCEEDS DESIGN LOAD

CAPACITY IS LESS THAN DESIGN LOAD

ORIGINAL LOAD RATING CALCULATION APPLICABLE

X ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION: 7/15

LOAD RATING CONTROLLED BY: SERVICE, MOMENT

REMARKS: SEE BRIDGE FILE FOR LOAD RATING CALCULATIONS.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9830-011P

STRUCTURE IDENTIFICATION

(201) PARK: DENALI NATIONAL PARK & PRESERVE (1) STATE: ....................................... 020 - ALASKA (AK)

(202) STRUCTURE NAME: .......... GHIGLIONE CREEK BRIDGE (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND: ............1 - BRIDGE (3) COUNTY CODE: ........................ 290 - YUKON-KOYUKUK

(204) STRUCTURE NUMBER: ..... 9830-011P (4) CITY/PLACE CODE:

(205) NPS REGION: .................... 7 - ALASKA (5) INVENTORY ROUTE:

(206) ROUTE CODE NUMBER: ... 10 (6) FEATURES INTERSECTED:....... GHIGLIONE CREEK

(207) ROAD SECTION NO: ..........011P (7) FACILITY CARRIED: .................. DENALI PARK ROAD

(208) NPS ROAD CLASS: ............ 1 - PRINCIPAL PARK ROAD (8) STATE STRUCTURE NO: .......... 9830011P0000000

(209) WITHIN NPS BNDRY?: .......YES (9) LOCATION: ................................ 40.19 MILES WEST OF AK RO

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

(211) PROJECT NO(S): ................UNKNOWN (11) MILE POINT: .............................41.90 (KM PT 67.43)

(212) DRAWING NUMBERS: ....... 956 (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:

3 - STEEL

02 - STRINGER/MULTI-BEAM or GIRDER

45.0 FT (13.7 M)

139.0 FT (42.4 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: .. 1 - MONOLITHIC CONCRETE

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: ...... 29.0 TONS (26.3 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 49.0 TONS (44.5 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 6/19 (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: 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. 9830-011P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 63°33'23.30"

(17) LONGITUDE: ......................... 149°45'13.90"

(19) DETOUR LENGTH: ............... 199 MI (199 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:

28.0 FT (8.5 M)

32.5 FT (9.9 M)

30.0 FT (9.1 M)

24.0 FT (7.3 M)

3.0 FT (0.9 M)

3.0 FT (0.9 M)

0 - NO MEDIAN

99 °

NO

24.0 FT (7.3 M)

2.3 FT (0.7 M)

2.3 FT (0.7 M)

1 - FULL HEIGHT (NO PARAPE

4 - STEEL

1 - CONTINUOUS RAIL

2.33 FT (0.71 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: ... 0NNN

(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

B - MAJOR

$3,000

$0

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

11/02-EARTHQUAKE. 5/08, 5/12, 5/18 -SNOOPER INSPECTION.

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

SPAN #1, #2, & #3 - LENGTH 44.9', 45.3', & 44.8'

APPENDIX STRUCTURE NO. 9830-011P

PHOTOGRAPHS STRUCTURE NO. 9830-011P

PHOTO #1 - LOOKING EAST

FLOW

PHOTO #2 - SOUTH (DOWNSTREAM) SIDE

PHOTO #3 - GENERAL TOPSIDE VIEW LOOKING EAST

PHOTO #4 - GENERAL VIEW OF PATCH IN DECK NEAR EAST ABUTMENT

PHOTO #5 - TYPICAL OF CURB AND RAIL, DOWNSTREAM SIDE

LOOKING EAST SHOWN

PHOTO #6 - GENERAL CONDITION OF EAST JOINT

PHOTO #7 - SPALLING OF UPSTREAM CURBS NEAR EAST ABUTMENT

PHOTO #8 - CURB DAMAGE ON DOWNSTREAM SIDE NEAR EAST

ABUTMENT

PHOTO #9 - SEPARATION OF GUARD ANGLE AND BACKWALL AT EAST

JOINT, UPSTREAM SIDE SHOWN

PHOTO #10 - GENERAL CONDITION OF WEST JOINT; NOTE JOINT

FAILURE

PHOTO #11 - CLOSE-UP VIEW OF JOINT FAILURE AT WEST JOINT

PHOTO #12 - GENERAL CONDITION OF JOINT OVER WEST PIER

PHOTO #13 - FAILURE OF JOINT SEALANT AT UPSTREAM CURBS ABOVE

WEST PIER

PHOTO #14 - FAILURE OF JOINT SEALANT AT UPSTREAM CURBS ABOVE

EAST PIER

PHOTO #15 - GENERAL VIEW OF UNDERSIDE OF SUPERSTRUCTURE IN

EAST SPAN LOOKING EAST

PHOTO #16 - GENERAL VIEW OF UNDERSIDE OF SUPERSTRUCTURE IN

MID SPAN LOOKING WEST

PHOTO #17 - GENERAL VIEW OF UNDERSIDE OF SUPERSTRUCTURE IN

WEST SPAN LOOKING EAST

PHOTO #18 - GENERAL VIEW OF EAST ABUTMENT

PHOTO #19 - SPALLING AT UPSTREAM CORNER OF EAST BACKWALL

PHOTO #20 - GENERAL VIEW OF EAST PIER LOOKING WEST

PHOTO #21 - GENERAL VIEW OF WEST PIER LOOKING DOWNSTREAM

PHOTO #22 - GENERAL VIEW OF WEST ABUTMENT

PHOTO #23 - DELAMINATION AT UPSTREAM CORNER OF WEST

BACKWALL; NOTE SHEARED ANCHOR BOLT

PHOTO #24 - SHEARED ANCHOR BOLT AT UPSTREAM BEARING OF

WEST ABUTMENT

PHOTO #25 - MINOR HONEYCOMBING ON DECK UNDERSIDE BETWEEN

BEAMS #1 AND #2, EAST SPAN SHOWN (5/16/2018 PHOTO)

PHOTO #26 - SAG IN BEAM LINE "1" AT ALL SPANS; NOTE NO COVER

PLATE (5/16/2018 PHOTO)

PHOTO #27 - ACTIVE RAVEN'S NEST ON DOWNSTREAM SIDE OF PIER

CAPS; NESTS COVER BEARINGS FOR BEAM LINE "1" (5/16/2018 PHOTO)

PHOTO #28 - BEAM LINE "1" BEARING AT EAST PIER, UPSTREAM SIDE

SHOWN (5/16/2018 PHOTO)

PHOTO #29 - BEAM LINE "1" AT WEST PIER CENTER SPAN BOLT

MISSING; NOTE UNSEATED WEST BOLT (5/16/2018 PHOTO)

PHOTO #30 - NORTH SIDE PLATE WASHER BUCKLED WITH BENT

ANCHOR BOLT; BEAM LINE "2" AT EAST PIER SHOWN (5/16/2018

PHOTO)

PHOTO #31 - BEAM LINE "2" AT WEST PIER CENTER SPAN SOUTH BOLT

MISSING (5/16/2018 PHOTO)

PHOTO #32 - NORTH SIDE PLATE WASHER BUCKLED WITH BENT

ANCHOR BOLT; BEAM LINE "3" AT EAST PIER SHOWN (5/16/2018

PHOTO)

PHOTO #33 - CLOSE-UP VIEW OF PREVIOUS PHOTO (5/16/2018 PHOTO)

PHOTO #34 - SPALL ON DECK UNDERSIDE AT JOINT OVERHANG ABOVE

WEST PIER (5/16/2018 PHOTO)

PHOTO #35 - DEBRIS FROM DECK JOINT ON PIER DIAPHRAGMS AND

CAPS, WEST PIER SHOWN (5/16/2018 PHOTO)

PHOTO #36 - EAST APPROACH

PHOTO #37 - WEST APPROACH

PHOTO #38 - VIEW FROM BRIDGE LOOKING UPSTREAM

PHOTO #39 - VIEW FROM BRIDGE LOOKING DOWNSTREAM