8400-001P West Sulfer Creek Bridge 2019 Inspection_Redacted.pdf

STRUCTURE SUMMARY STRUCTURE NO. 8400-001P

WEST FORK SULPHUR CREEK BRIDGE INSPECTION DATE: 7/10/19

BRIDGE IDENTIFICATION AND DESCRIPTION

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

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

# OF BEAMS, MAIN SPAN: .. 4 STRUCT. TOTAL LENGTH: .. 214.0 FT (65.2 M)

DECK TYPE: ......................... CONCRETE CAST-IN-PLACE MAX. SPAN LENGTH: .......... 105.0 FT (32.0 M)

WEARING SURFACE: .......... BITUMINOUS DECK WIDTH: ...................... 33.0 FT (10.1 M)

ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 26.0 FT (7.9 M)

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

ABUTMENT / PIER MAT'L: ... CONCRETE YEAR RECONSTRUCTED: .. 1975

PROJ./PLAN REF. NO: ......... / RG1900 SKEW ANGLE: ..................... 20 °

NPS ROAD CLASS: .............. 1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL: ........ NO

STRUCTURE HISTORY: ...... 1975-Two interior girders added; original stringers & floor beams removed; new deck.

2003-Approach guardwalls added; parapet height extended 9"; partial deck joint replacement.

LOCATION

LASSEN VOLCANIC NATIONAL PARK MILE POINT: ..................... 1.81 (KM PT 2.91)

STATE: ................................. CALIFORNIA LOCATION: 2 miles north of South Entrance at MP 1.81

FACILITY CARRIED: ............ LASSEN PARK ROAD

FEATURE INTERSECTED: .. WEST FORK SULPHUR CREEK

STRUCTURE EVALUATION SUMMARY

This painted steel multi-girder bridge is in fair condition overall. Problems include widespread cracking with efflorescence throughout the underside of the concrete deck and overhangs, as well as diagonal (shear) cracking of the pier cap, minor rusting of the bearings, and paint deterioration along the exterior girder lower flanges. These problems may be exacerbated by leakage through the cracks in the deck, and it is therefore recommended that the asphalt wearing surface be replaced. In addition, the areas of rusted steel should be cleaned and spot painted. The sidewalk-curb cover plate at the southwest corner has detached and should be re-anchored. Other corrective measures should be performed as outlined in this report to prevent the possible development of more serious or costly problems in the future.

A small crack previously noted in a longitudinal stiffener for the north exterior girder does not appear to have propagated further since the last inspection. The crack is located at a welded butt joint in a compression zone, and probably resulted from shrinkage of the filler metal during the welding process when the girders were fabricated. No repairs to the crack are deemed necessary, but this condition will continue to be monitored during future inspection cycles.

It should also be noted that, based on the results of a 1998 scour study, the bridge is considered scour-critical, i.e. the calculated scour depth from a 500-year flow could theoretically result in a loss of stability of the pier footing. While no scour countermeasures are deemed necessary at this time, it is recommended that the structure be monitored for signs of scour around the pier footing during and after high flow events.

INSPECTION TEAM: F. R. QUINONEZ, , J. HENSLEY

CONDITION ASSESSMENT:

FABRICIO R. QUINONEZ, PE, FIELD TEAM LEADER 360-619-7705

REPORT REVIEW:

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

REPORT APPROVAL: DATE: 12/19/19

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 8400-001P

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

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 are based on historical data, including costs for similar projects when available.

It is recommended that the bridge be monitored during and immediately after major floods for signs of scour around the pier footing.

FIELD INSPECTION REPORT STRUCTURE NO. 8400-001P

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.

(STRIPING)

F F N N N G F N G

N G

F F F G G N

F

G

G

F

58.1 WIDESPREAD MINOR TO MODERATE TRANSVERSE CRACKING OF

DECK CONCRETE, WITH EFFLORESCENCE AND RUST STAINING

FROM CRACKS VISIBLE ON UNDERSIDE OF DECK AND OVERHANGS.

CRACKING IS ESPECIALLY ACUTE IN VICINITY OF PIER; CRACKS

EXTEND INTO DECK FACES AND UNDERSIDE OF SIDEWALKS (SEE

58.5).

MINOR SCALING OF FACE AND UNDERSIDE OF OVERHANGS BELOW

DECK DRAINS AND ALONG DRIP EDGE.

58.2 JOINT OPENING 2" TO 2-1/2" AT 65 DEGREES. MODERATE DEBRIS

ACCUMULATION IN JOINTS. JOINT ARMORING HAS WIDESPREAD

SURFACE RUST. PREVIOUSLY NOTED FAILED SLIDING PLATE

ANCHORAGES FOR JOINTS AT EAST AND WEST END HAVE BEEN

REPAIRED, EXCEPT AS NOTED BELOW.

WEST JOINT:

ANCHORAGE FOR SLIDING PLATE IN SIDEWALK/CURB HAS FAILED

AND HAS COMPLETELY DETACHED, LIKELY DUE TO SNOW PLOW

DAMAGE.

EAST JOINT:

MODERATE SOIL AND GRAVEL ACCUMULATION.

LOOSE WITH SOIL AND GRAVEL.

58.3,4 CHIP SEAL TOP WEARING SURFACE; TOTAL ASPHALT PAVEMENT

DEPTH TYPICALLY 3". ROUGH RIDE AT WEST END.

SEVERAL POTHOLES IN WEARING SURFACE. WEST BOUND: 10'X2.5'

AND EAST BOUND: 17'X3.5'.

58.5 MINOR CRACKING WITH EFFLORESCENCE ON UNDERSIDE OF

SIDEWALK OVERHANGS, SHALLOW HOLE AT EAST END OF NORTH

SIDEWALK ON NORTH SIDE.

MINOR VERTICAL CRACKING OF CURB FACES WITH

EFFLORESCENCE; MINOR SCRAPES AND SPALLS IN CURB FACES,

LIKELY DUE TO SNOWPLOW DAMAGE.

1. BREASTWALLS OR COLUMNS G

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS G

4. BACKWALLS AND/OR BULKHEADS G

5. FOUNDATIONS (BURIED) N

6. WINGWALLS G

7. WEEP HOLES G

8. EXPANSION JOINTS N

9. EROSION AND/OR SCOUR G

10. SETTLEMENT OR DEFLECTION G

11. SLOPE PROTECTION N

12. OTHER (TREES) F

PIER(S)

G13. WALLS AND/OR COLUMNS

N14. PILE BENTS

F15. CAPS AND/OR BEARING SEATS

N16. FOUNDATIONS (BURIED)

F17. EROSION AND/OR SCOUR

G18. SETTLEMENT OR DEFLECTION

N19. OTHER

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 F N G N

MED

SUFF

50 FT.

ALLUVIAL

222. APPROACHES 7

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER (PAVED WATERWAY)

N N G G G G N G G

223. RETAINING WALL 8

1. WALL

2. WEEP HOLES

3. FOUNDATION (BURIED)

4. EROSION AND/OR SCOUR

5. SETTLEMENT OR DEFLECTION

6. OTHER

G G N G G 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.

58.6 CONCRETE PARAPET WALLS HAVE BEEN RAISED 9" TO 2'-5" FROM

TOP OF CURB. WALLS HAVE BEEN PAINTED AND PAINT IS IN

GENERALLY GOOD CONDITION.

MINOR TO MODERATE SCRAPES WITH MINOR SPALLS UP TO 1"

DEPTH ON TOPS OF PARAPETS AT SEVERAL LOCATIONS, LIKELY

DUE TO SNOWPLOW DAMAGE; LONGEST SCRAPE LOCATED IN

NORTH PARAPET OVER PIER, APPROXIMATELY 44' LONG.

MODERATE VERTICAL CRACK WITH EFFLORESCENCE IN OUTSIDE

FACE OF NORTH PARAPET NEAR WEST END.

58.7 MINOR VEGETATION GROWTH AND DEBRIS ALONG SOUTH

CURBLINE.

58.10 MODERATE DETERIORATION OF DECK AND APPROACH STRIPING.

59.1 THREE BEARINGS TILTED TOWARD BACKWALLS: 9 DEGREES AT

SOUTHWEST BEARING; 6 DEGREES AT NORTHWEST BEARING; 4

DEGREES AT NORTHEAST BEARING; ALL OTHER BEARINGS ARE

VERTICAL.

59.1,2,6,7 PAINT DETERIORATION AND RUSTING OF BEARINGS; TYPICALLY

WORSE AT EAST ABUTMENT. SEVERAL ANCHOR NUTS NOT FULLY

SEATED.

MINOR PAINT DETERIORATION WITH PEELING FROM TOP OF

BOTTOM FLANGE AND EDGES OF TOP FLANGE OF STEEL GIRDERS,

MORE SEVERE ON EXTERIOR GIRDERS EXPOSING LEAD-BASED

PRIMER.

MINOR RUSTING AT GIRDER SPLICES, ALONG TOP AND EDGE OF

BOTTOM FLANGE, AND AT DIAPHRAGM-TO-GIRDER CONNECTIONS.

59.2 CRACK IN LONGITUDINAL STIFFENER ON NORTH EXTERIOR

GIRDER (COMPRESSION ZONE) APPROXIMATELY 20' FROM WEST

END. CRACK IS 2-7/8" LONG AND LOCATED AT WELDED BUTT JOINT,

PROBABLY DUE TO SHRINKAGE OF WELD DURING COOLING.

HORIZONTAL RUST STAIN 16" FROM TOP FLANGE ON OPPOSITE

SIDE OF WEB.

SEVERAL VERTICAL AND LONGITUDINAL STIFFENERS ARE BENT,

PROBABLY DURING FIELD ASSEMBLY.

MINOR PACK RUST AT LOWER PART OF SPLICE PLATE NEAR

BOTTOM FLANGE MOSTLY IN EAST SPAN.

59.6 DIAPHRAGM #8A AND 9A, EAST SPAN, IS BENT BETWEEN GIRDERS

#1 AND #2 LOWER GUSSET CONNECTION TO BEAM #2 (UNABLE TO

VERIFY DURING THIS INSPECTION).

60.1 MINOR SPALL ON PEDESTAL FOR GIRDER #1 AND PATCH ON

PEDESTAL FOR GIRDER #3, WEST ABUTMENT.

ADDITIONAL ITEM REFERENCE AND REMARKS

60.3,4 MINOR VERTICAL CRACKING WITH EFFLORESCENCE IN BOTH ABUTMENT BACKWALLS.

MINOR SOIL AND DEBRIS ON BEARING SEATS.

60.9 MODERATE SLOPE EROSION AT EAST ABUTMENT DUE TO RUNOFF PIPE DISCHARGE AT NORTH SIDE; TOP PORTION OF SLOPE HAS BEEN REPAIRED WITH SHOTCRETE. END OF DRAINAGE PIPE CHUTE IS UNDERMINED

DUE TO RUNOFF, BUT SUPPORTED BY SHOTCRETE.

60.12 NUMEROUS SMALL-MEDIUM (UP TO 12" DIA.) TREES GROW UNDER WEST SPAN.

60.13 PATCH ON WEST FACE OF PIER WITH MAP CRACKING ABOUT 10' FROM GROUNDLINE. LOWER PORTION OF

PATCH SOUNDED AND DELAMINATION DETECTED.

60.15 CONCRETE HAMMERHEAD-TYPE PIER CAP. MINOR TO MODERATE DIAGONAL (SHEAR) CRACKS IN

HAMMERHEAD; MINOR TO MODERATE EFFLORESCENCE FROM CRACKS.

MINOR SPALL 7" X 6" AT TOP CORNER OF CAP ON EAST SIDE BETWEEN BEAMS #1 AND #2.

HONEYCOMB VOID 6" X 6" ON UNDERSIDE OF NORTH HAMMERHEAD OVERHANG.

61.2 SEE BRIDGE FILE FOR SCOUR EVALUATION.

61.2 WIDESPREAD EROSION OF EAST BANK FROM COLLECTIVE RUNOFF AT EAST END OF BRIDGE; EROSION HAS

EXPOSED ROOTS OF SEVERAL TREES UPSTREAM OF BRIDGE.

MODERATE EROSION OF WEST BANK 20' DOWNSTREAM FROM PIER, EXPOSING ROOTS OF LARGE TREE.

61.4 TREE TRUNKS IN CHANNEL DIRECT FLOW AWAY FROM PIER. SMALL TREES GROWING AGAINST DOWNSTREAM

FACE OF PIER.

222.3 STONE MASONRY FACED GUARDWALLS AT APPROACHES. MINOR CRACKING OF APPROACH CURBS. NO CURB

AND GUTTER ALONG SOUTH SIDE OF APPROACH SLABS.

DAMAGE TO TO BOTH UPSTREAM AND DOWNSTREAM STONE MASONRY GUARDWALL AT WEST APPROACH;

DAMAGE ON UPSTREAM GUARDWALL IS 12' LONG.

222.7 OBJECT MARKERS PRESENT AT ALL CORNERS OF STRUCTURE.

"1964" ON NORTHEAST APPROACH CURB.

222.9 RIPRAP WATERWAY AT WEST APPROACH, SOUTH EMBANKMENT,

BEYOND END OF APPROACH PARAPET.

PAVED WATERWAY ALONG NORTHEAST RETAINING WALL COLLECTS FROM ADJACENT PARKING LOT AS WELL AS EAST APPROACH. ALL RUNOFF THEN FLOWS INTO STEEL CORRUGATED CHANNEL, THEN ONTO SHOTCRETED

EAST BANK.

ADDITIONAL ITEM REFERENCE AND REMARKS

223 STONE MASONRY FACED RETAINING WALL ADJACENT TO NORTHEAST WINGWALL IS IN GOOD CONDITION.

36.B,C,D APPROACH GUARDWALLS DO NOT MEET CURRENT MINIMUM HEIGHT SPECIFICATIONS, ARE NOT CONNECTED

TO BRIDGE RAILINGS, AND ARE NOT TERMINATED ACCORDING TO STANDARD.

STRUCTURE LOAD RATING STRUCTURE NO. 8400-001P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 44 40 74 67

HS 68 62 114 103

TYPE 3 71 64 119 108

TYPE 3S2 83 75 140 127

TYPE 3-3 87 79 145 132

DESIGN LOADING: H15 (M13.5)

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: 4/16

LOAD RATING CONTROLLED BY: SHEAR AT ABUTMENT

REMARKS: SEE BRIDGE FILE FOR LOAD RATING CALCULATIONS.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 8400-001P

STRUCTURE IDENTIFICATION

(201) PARK: LASSEN VOLCANIC NATIONAL PARK

(202) STRUCTURE NAME: .......... WEST FORK SULPHUR CREEK BRIDGE

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

(204) STRUCTURE NUMBER: ..... 8400-001P

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

(206) ROUTE CODE NUMBER: ... 10

(207) ROAD SECTION NO: ..........001P

(208) NPS ROAD CLASS: ............ 1 - PRINCIPAL PARK ROAD

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

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

(211) PROJECT NO(S):

(212) DRAWING NUMBERS: ....... RG1900

(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)

089 - SHASTA

161000100

WEST FORK SULPHUR CREE

LASSEN PARK ROAD

8400001P0000000

2 miles north of South En

99.99 FT (99.99 M)

1.81 (KM PT 2.91)

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:

4 - STEEL CONTINUOUS

02 - STRINGER/MULTI-BEAM or GIRDER

105.0 FT (32.0 M)

214.0 FT (65.2 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

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: .. 6 - BITUMINOUS

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

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

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

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 2 - H15 (M13.5) (41) LOAD RESTRICTION: ......... A - OPEN, NO RESTRICTION

(66) INVENTORY RATING: ...... 68.0 TONS (61.7 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 99.9 TONS (99.9 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 7/19 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: Y - 1 - DECK SURVEY (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. 8400-001P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 40°26'52.10" (51) CURB TO CURB WIDTH:

(17) LONGITUDE: ......................... 121°32'10.70" (52) DECK WIDTH:

(19) DETOUR LENGTH: ............... 71 MI (115 KM) (32) APPR. ROADWAY WIDTH:

(28A) LANES ON STRUCT: .......... 02 (213) APPR. PAVEMENT WIDTH:

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

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

(42B) SERVICE UNDER: .............. 5 - WATERWAY (33) BRIDGE MEDIAN:

(29) AVG. DAILY TRAFFIC: .......... 293 (34) SKEW ANGLE:

(30) YEAR OF ADT: ...................... 2007 (35) DECK FLARE?:

(114) FUTURE ADT: ..................... 352 (47) TOTAL HORIZ. CLEARANCE:

(115) YEAR OF FUTURE ADT: ..... 2027 (50) SIDEWALKS:

(101) PARALLEL STRUCTURE: ... N - NONE LEFT :

(38) NAVIGATION CONTROL?: ... 0 RIGHT :

(39) VERTICAL CLEARANCE: ...... 0.0 FT (0.0 M) (214) BRIDGE RAIL TYPE:

(40) HORIZ. CLEARANCE: ........... 0.0 FT (0.0 M) RAIL CONFIGURATION:

(111) ABUT. OR PIER PROT: ....... 1 - NAV PROTECTION NOT REQUIRED MATERIAL:

DESIGN TYPE: ........................LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 0.0 FT (0.0 M) (215) BRIDGE RAIL HEIGHT:

(56) LEFT: ......................... 0.0 FT (0.0 M) (53) MIN. VRT. CLEAR. OVER DECK:

(54) MIN. VRT. UNDERCLEARANCE:

26.0 FT (7.9 M)

33.0 FT (10.1 M)

25.0 FT (7.6 M)

0.0 FT (0.0 M)

0.0 FT (0.0 M)

0.0 FT (0.0 M)

0 - NO MEDIAN

20 °

NO

24.0 FT (7.3 M)

3.0 FT (0.9 M)

0.0 FT (0.0 M)

1 - FULL HEIGHT (NO PARAPE

1 - CONCRETE

1 - CONTINUOUS RAIL

2.42 FT (0.74 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:

(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

$3,500

$200,000

$0

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

1975-Two interior girders added; original stringers & floor beams removed; new deck. 2003-Approach guardwalls added; parapet height extended 9"; partial deck joint replacement.

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

Span #1 & #2 - Length 105'

APPENDIX STRUCTURE NO. 8400-001P

PHOTOGRAPHS STRUCTURE NO. 8400-001P

FLOW

PHOTO #1 - LOOKING WEST TOWARD SOUTH ENTRANCE

PHOTO #2 - NORTH (UPSTREAM) SIDE (PHOTO FROM 2017

INSPECTION)

PHOTO #3 - GENERAL TOPSIDE VIEW LOOKING EAST

PHOTO #4 - WEARING SURFACE SPALLED AREA ON WESTBOUND LANE

NEAR EAST SPAN

PHOTO #5 - WEARING SURFACE SPALLED AREA ON EASTBOUND LANE

NEAR WEST END OF BRIDGE

PHOTO #6 - WEARING SURFACE SPALLED AREA ON EASTBOUND LANE

NEAR WEST END OF BRIDGE

PHOTO #7 - WEARING SURFACE SPALLED AREA ON WESTBOUND LANE

NEAR WEST END OF BRIDGE

PHOTO #8 - GENERAL VIEW OF SLIDING PLATE JOINT AND WEARING

SURFACE AT EAST END

PHOTO #9 - GENERAL VIEW OF STEEL JOINT ARMORING AT EAST

APPROACH; UPSTREAM SIDE SHOWN

PHOTO #10 - GENERAL VIEW OF STEEL JOINT ARMORING AT EAST

APPROACH; DOWNSTREAM SIDE SHOWN

PHOTO #11 - GENERAL VIEW OF SLIDING PLATE JOINT AND WEARING

SURFACE AT WEST END

PHOTO #12 - GENERAL VIEW OF LOOSE STEEL JOINT ARMORING AT

WEST APPROACH; UPSTREAM SIDE SHOWN

PHOTO #13 - GENERAL VIEW OF DISLODGED STEEL JOINT ARMORING

AT WEST APPROACH; DOWNSTREAM SIDE SHOWN

PHOTO #14 - GENERAL VIEW OF SOUTH PARAPET AND CURB LOOKING

EAST

PHOTO #15 - SCRAPES ALONG CORNER OF NORTH PARAPET NEAR

MID SPAN LOOKING EAST

PHOTO #16 - TYPICAL PARAPET SPALLING, SOUTH PARAPET SHOWN

LOOKING WEST

PHOTO #17 - VIEW OF SOUTHEAST APPROACH PARAPET; NOTE

CRACKED STONE

PHOTO #18 - VIEW OF SOUTHWEST APPROACH PARAPET; NOTE

DAMAGED AND LOOSE STONE AT END

PHOTO #19 - VIEW OF NORTHWEST APPROACH PARAPET; NOTE

DAMAGE NEAR MID SPAN

PHOTO #20 - CLOSE-UP VIEW OF DAMAGED AREA ON NORTHWEST

PARAPET, DAMAGE MEASURED AT 12'-0" IN LENGTH

PHOTO #21 - GENERAL UNDERSIDE VIEW OF EAST SPAN LOOKING

EAST; NOTE CRACKING WITH EFFLORESCENCE

PHOTO #22 - GENERAL UNDERSIDE VIEW OF WEST SPAN LOOKING

EAST; NOTE CRACKING WITH EFFLORESCENCE AND TREE GROWTH

UNDER DOWNSTREAM BAY

PHOTO #23 - TREE GROWTH UNDER WEST SPAN OF STRUCTURE

PHOTO #24 - TYPICAL TRANSVERSE CRACKING WITH

EFFLORESCENCE OF DECK UNDERSIDE, NORTH SIDE SHOWN

PHOTO #25 - CRACK IN LONGITUDINAL STIFFENER ON NORTH

EXTERIOR GIRDER APPROXIMATELY 20' FROM WEST END

PHOTO #26 - GENERAL VIEW OF EAST ABUTMENT

PHOTO #27 - GENERAL VIEW OF PIER WEST FACE

PHOTO #28 - GENERAL CONDITION OF PIER CAP WEST FACE; NOTE

CRACKING WITH EFFLORESCENCE

PHOTO #29 - GENERAL UNDERSIDE VIEW AT PIER; NOTE CRACKING AT

HAMMERHEAD

PHOTO #30 - GENERAL VIEW OF UPSTREAM SIDE OF PIER COLUMN;

NOTE NO EXPOSED FOOTING

PHOTO #31 - GENERAL VIEW OF EAST FACE OF PIER COLUMN; NOTE

NO EXPOSED FOOTING

PHOTO #32 - GENERAL VIEW OF WEST ABUTMENT

PHOTO #33 - TYPICAL PAINT DETERIORATION AND RUSTING OF

BEARINGS, SOUTHWEST BEARING SHOWN

PHOTO #34 - PEELING OF PAINT AT ISOLATED EXTERIOR LOCATIONS

PHOTO #35 - TYPICAL FLAKING OFF AND DETERIORATION OF PAINT OF

BOTTOM FLANGE, GIRDER #3 NEAR MID WEST SPAN SHOWN (PHOTO

FROM 2017 INSPECTION)

PHOTO #36 - PAINT CRACK ON WEB WITH RUST STAINING BLEEDING

THROUGH, GIRDER #3 EAST SPAN SHOWN (PHOTO FROM 2017

INSPECTION)

PHOTO #37 - TYPICAL PAINT PEELING OFF AND

RUSTING OF BOLTS AT SPLICE PLATES, EAST

SPAN SHOWN (PHOTO FROM 2017

INSPECTION)

PHOTO #38 - TYPICAL DETERIORATION OF

PAINT OF WEB INTERIOR FACE;

DOWNSTREAM EXTERIOR GIRDER SHOWN

(PHOTO FROM 2017 INSPECTION)

PHOTO #39 - TYPICAL CRACKING OF HAMMERHEAD, NORTH FACE

WEST SIDE SHOWN (PHOTO FROM 2017 INSPECTION)

PHOTO #40 - TYPICAL CRACKING OF HAMMERHEAD, SOUTH FACE

EAST SIDE SHOWN (PHOTO FROM 2017 INSPECTION)

PHOTO #41 - SPALLED AREAS AT NORTH FACE

CORNER OF PIER CAP BETWEEN BEARINGS

AT WEST END (PHOTO FROM 2017

INSPECTION)

PHOTO #42 - CRACKING OF UNDERSIDE OF

DECK OVER PIER, EAST BAY SHOWN (PHOTO

FROM 2017 INSPECTION)

PHOTO #43 - VIEW FROM BRIDGE LOOKING UPSTREAM