NP NER PMS BMS FY24(1)_Bridge_Insp_Rpts_adv.pdf

BRIDGE INSPECTION REPORT

FALL KILL BRIDGE

ENTRANCE ROAD OVER FALL KILL

ELEANOR ROOSEVELT NATIONAL HISTORIC SITE

APPROACH LOOKING EAST

STRUCTURE NO. 1793-001P

INSPECTION TYPE: -ROUTINE-

INSPECTION DATE: 7/22/2024

NORTH (UPSTREAM) SIDE

Report prepared by:

Federal Highway Administration FLH Office of Bridges and Structures Bridge Inspection Program 22001 Loudoun County Parkway, Building E2, Suite 200 Ashburn, VA 20147 https://bridge.flhd.fhwa.dot.gov

STRUCTURE SUMMARY STRUCTURE NO. 1793-001P

FALL KILL BRIDGE INSPECTION DATE: 07/22/2024

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL:

MAIN SPAN TYPE:

# OF BEAMS, MAIN SPAN: .

DECK TYPE:

WEARING SURFACE:

ABUT. FOUNDATIONS:

PIER FOUDNATION(S):

ABUTMENT / PIER MAT'L: ..

PROJ./PLAN REF. NO:

NPS ROAD CLASS:

STRUCTURE HISTORY:

7 - WOOD OR TIMBER NO. OF MAIN SPANS:

02 - STRINGER/MULTI-BEAM OR NO. OF APPR. SPANS:

10 STRUCT. TOTAL LENGTH: . 40.0 FT (12.2 M)

8 - WOOD OR TIMBER MAX. SPAN LENGTH: ......... 22 FT (6.7 M)

0 - NONE DECK WIDTH: ..................... 14.3 FT (4.4 M)

2 - SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: .... 13.0 FT (4 M)

0 - UNKNOWN YEAR BUILT:

1 - CONCRETE YEAR RECONSTRUCTED: . 1984

ERNHS 10(1) SKEW ANGLE: .................... 0 °

1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL: ....... N

1984 - MAJOR RECONSTRUCTION/SUPERSTRUCTURE. 1999 - TIMBER CURB

INSTALLED, TIMBER RAILING REPLACED UNDER PRA-VAMA 12(2), 2013 - MASONRY

REPAIRS UNDER PRA-ELRO 10(2).

LOCATION

ELEANOR ROOSEVELT NATIONAL HISTORIC SITE

STATE: .............................. 362 - NEW YORK

FACILITY CARRIED: ......... ENTRANCE ROAD

FEATURE INTERSECTED: FALL KILL

MILE POINT: .. 0 (KM PT 0)

LOCATION: .... 0.1 MILES FROM RESIDENCE

INSPECTION TEAM: M. Kreider, J. Voight

CONDITION ASSESSMENT:

Micheal Kreider

REPORT REVIEW:

Marcus Miller

REPORT APPROVAL: Date: 03/17/2025

Jorgomai Ceesay

STRUCTURE EVALUATION SUMMARY

This timber beam bridge is in fair condition overall. The structure currently exhibits minor deterioration along the waterline of the east abutment, exposed footing at the east abutment, and minor deterioration of the timber deck, curbs, and railings. These conditions will continue to be monitored during future inspection cycles. The south railing at the east approach was replaced since the last inspection.

Corrective measures for other issues should be taken as outlined in this report to help improve visitor safety. Consideration should also be given to replacing the existing bridge railing system with one meeting current safety standards.

It should also be noted that the bridge is currently posted for a 10-ton load limit. Please be advised that the calculated capacity of the bridge is adequate for legal loads and posting for load is no longer required. However, the existing load limit signs may remain in place at the discretion of the Park.

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 1793-001P

FALL KILL BRIDGE INSPECTION DATE : 07/22/2024

PRIORITY OF IMPROVEMENT226

A (Critical) - Structure is closed, in immediate damage of collapse, or presents a critical safety danger.

B (Major) - Structure is seriously deficient or presents a safety hazard, but can remain open 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. Preventive maintenance may be required.

E (Special) - Structure is under construction or reconstruction.

C

Item No.

Maintenance Recommendations

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT UNIT

COST

PRELIM.

COST

ESTIMATE

222.7

INSTALL OBJECT MARKERS AT CORNERS OF BRIDGE.

1 LS

222.7

INSTALL "ONE LANE BRIDGE" SIGN AT EAST APPROACH.

1 LS

PRELIM. MAINTENANCE TOTAL :

Item No.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST

PRELIM. COST ESTIMATES

REHAB RECONSTR

58.1,58.5, 58.6

CLEAN SEDIMENT AUUMULATION BETWEEN

DECK PLANKS THROUGHOUT DECK. 1 LS

222.9 CONTRACT COSTS FOR MOBILIZATION,

TRAFFIC CONTROL, AND CONTINGENCIES. 1 LS

58.1 REPLACE ROTTED TIMBER DECK PLANKS

OVER PIER. 1 LS

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 planning purposes only; they should not be used as a complete or final engineers estimate.)

Remarks : Consideration should also be given to replacing the existing bridge railing system with one meeting current safety standards.

FIELD INSPECTION REPORT STRUCTURE NO. 1793-001P

58. DECK

1. DECK SLAB

4. RIDEABILITY

5. CURBS, SIDEWALKS, AND MEDIAN

6. PARAPETS AND/OR RAILINGS

7. DRAINS AND DRAINAGE

8. UTILITIES

9. DEFLECTION AND/OR VIBRATION

10.OTHER:

59. SUPERSTRUCTURE

1. BEARING DEVICES

2. GIRDERS OR BEAMS

3. ARCH(ES) OR SLAB(S)

4. FLOOR BEAMS AND STRINGERS

5. TRUSSES

6. DIAPHRAGMS AND BRACING

7. PAINT

8. FASCIA(E)

9. DEFLECTION AND/OR VIBRATION

10.ALIGNMENT

11.OTHER

60. SUBSTRUCTURE

61. CHANNEL

1. ALIGNMENT

2. EROSION AND/OR SCOUR

3. CHANNEL PROTECTION

4. WATERWAY OBSTRUCTIONS

5. OTHER

6. ADEQUACY OF OPENING

7. NORMAL VELOCITY

8. AVERAGE CLEAR OPENING

9. STREAMBED COMPOSITION:

222. APPROACHES

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER

223. RETAINING WALL

1. WALL

2. WEEP HOLES

3. FOUNDATION

4. EROSION AND/OR SCOUR

5. SETTLEMENT OR DEFLECTION

6. OTHER

F

F

F

F

F

G

N

G

G

N

N

N

G

N

N

G

G

N

G

F

N

F

G

1- SUFF

2 - MED

N

N

N

G

G

G

G

G

N

2. EXPANSION JOINTS N

3. WEARING SURFACE N

N

CHECK DAM

3 FT

VEGETATION

G

CONDITION RATING CODE EQUIVALENTS FOR SUB-ELEMENTS

G = GOOD (CODES 7 - 9) F = FAIR (CODES 5 - 6) P = POOR (CODES 0 - 4)

CONDITION RATING CODES FOR ITEMS 58 - 62, 222, 223

NOT APPLICABLEN

EXCELLENT CONDITION9

VERY GOOD CONDITION - no problems noted.8

GOOD CONDITION - some minor problems.7

SATISFACTORY CONDITION - structural elements show some minor deterioration.6

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.4

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

FAILED CONDITION - out of service; beyond corrective action.0

ROCK, SILT

1. BREASTWALLS OR COLUMNS G

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS G

4. BACKWALLS AND/OR BULKHEADS F

5. FOUNDATIONS N

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 FLOOR F

ABUTMENTS

PIER(S)

13. WALLS AND/OR COLUMNS

14.PILE BENTS

15.CAPS AND/OR BEARING SEATS

16.FOUNDATIONS

17.EROSION AND/OR SCOUR

18.SETTLEMENT OR DEFLECTION

19.OTHER

36. TRAFFIC AND SAFETY FEATURES

A. BRIDGE RAILINGS:

B. TRANSITIONS:

C. APPROACH GUARDRAILS:

D. APPROACH GUARDRAIL ENDS:

N

N

N

F

N

G

N

G

G

N

TRAFFIC SAFETY RATING CODES

0 - Does not meet standards or a safety features is required and none is provided.

1 - Meets currently acceptable standards.

N - Not applicable or a safety features is not required.

FIELD INSPECTION REPORT STRUCTURE NO. 1793-001P

ITEM REFERENCE AND REMARKS

58.1

58.7

DECK TOPSIDE:

4" X 8" ACTUAL TRANSVERSE TIMBER DECK PLANKS. MINOR TO MODERATE CHECKING AND MODERATE WEATHERING OF PLANKS. MINOR SOIL ACCUMULATION AND VEGETATION GROWTH BETWEEN DECK PLANKS. DECK APPEARS TO RETAIN MOISTURE AND PLANKS EXHIBIT MINOR ROTTING OVER PIER. DECK PLANKS ARE MISALIGNED HORIZONTALLY, MAY BE AS-

BUILT.

DECK FASCIA:

MINOR WARPING AT ENDS OF PLANKS.

58.5

58.6

DECK CURBS:

MINOR TO MODERATE CHECKING OF TIMBER CURBS. TIMBER SPACER BLOCKS ARE TYPICALLY LOOSE AND CAN BE MOVED

OUT OF PLUMB WITH CURB BY HAND DUE TO LOOSE BOLTS IN CURBS.

DECK RAILINGS:

MINOR TO MODERATE CHECKING OF TIMBER RAILINGS. MINOR SURFACE DETERIORATION OF SOUTH RAIL AT WEST END.

DECAYED SOUTH RAILING AT EAST END OF BRIDGE REPLACED SINCE LAST INSPECTION.

59.2 BEAMS:

7" X 10" (ACTUAL) GLUE-LAMINATED TIMBER BEAMS. 12" DIA BEAMS AT FASCIA. MINOR CHECKING OF SEVERAL BEAMS IN BOTH

SPANS. MINOR TO MODERATE CORROSION OF BOLTS AND WASHERS.

60.1 ABUTMENT BREASTWALLS:

EAST ABUTMENT- EXHIBITS STONE MASONRY REPAIRS. MODERATE ABRASION (1" TO 2" DEEP) ALONG WATERLINE.

WEST ABUTMENT- SEVERAL MINOR DIAGONAL CRACKS WITH EFFLORESCENCE AT NORTH SIDE. MINOR ABRASION ALONG

WATERLINE.

60.4 ABUTMENT BACKWALLS:

STONES MORTARED BETWEEN BEAMS SERVE AS BACKWALLS; STONES ARE TRAPPING MOISTURE AGAINST TIMBER BEAMS.

60.6 WINGWALLS:

NORTHWEST WINGWALL IS REPLACED WITH A CAST-IN-PLACE CONCRETE AND CAPPED WITH STONE MASONRY TO MATCH ORIGINAL. MINOR EDGE SPALL WITH EXPOSED REINFORCEMENT AT END OF NORTHWEST WINGWALL. 1" DEEP VOID AT END OF

SOUTHEAST WINGWALL CONCRETE ABOVE FOOTING DUE TO DETERIORATION.

60.9

60.12

EROSION / SCOUR:

TOP OF FOOTINGS EXPOSED AT EAST ABUTMENT, SOUTHWEST AND SOUTHEAST WINGWALLS. EAST ABUTMENT FOOTING EXPOSED UP TO 10" HIGH. FRONT FACE OF NORTHWEST WINGWALL FOOTING EXPOSED UP TO 6" HIGH. RIPRAP PLACED

BEHIND ENDS OF DOWNSTREAM WINGWALLS TO PROTECT AGAINST EROSION.

FLOOR SLAB:

CONCRETE FLOOR SLAB UNDER WEST SPAN; 10" HIGH EXPOSURE ON DOWNSTREAM END OF SLAB.

60.13

60.17

PIER WALL:

MASONRY PIER HAS BEEN PREVIOUSLY REPAIRED, HOWEVER REPAIRS ARE HOLLOW SOUNDING. LOSS OF MORTAR AT

UPSTREAM NOSE IN BOTTOM COURSE IN EAST SPAN.

PIER EROSION / SCOUR:

MINOR VOID IN STONE MASONRY AT DOWNSTREAM END, EAST FACE OF PIER.

61.1

61.2

CHANNEL ALIGNMENT:

CHANNEL FLOWS TOWARD EAST BANK.

CHANNEL EROSION / SCOUR:

RIPRAP ON BOTH DOWNSTREAM BANKS IN VICINITY OF WINGWALLS.

SEE BRIDGE FILE FOR SCOUR EVALUATION.

61.4 CHANNEL WATERWAY OBSTRUCTIONS:

VEGETATED ISLAND DOWNSTREAM OF PIER AND WEST SPAN. MINOR VEGETATION GROWTH AT UPSTREAM SIDE OF PIER.

61.5 CHANNEL CHECK DAM:

CHECK DAM AT DOWNSTREAM SIDE OF EAST SPAN, CONCRETE FLOOR UNDER WEST SPAN.

222.4

222.6

APPROACH ROADWAY SURFACING:

ASPHALT PATCHING AT APPROACHES.

APPROACH ROADWAY SETTLEMENT:

MINOR SETTLEMENT OF ASPHALT PAVEMENT AT APPROACHES.

222.7 SIGNS:

NO OBJECT MARKERS AT BRIDGE CORNERS. WEST APPROACH ROADWAY POSTED "ONE LANE BRIDGE" AND "WEIGHT LIMIT 10

TONS"; MISSING ONL SIGN AT EAST APPROACH.

222.5 APPROACH EROSION:

NORTHWEST APPROACH EMBANKMENT HAS TWO HOLES 7" DIA X 5" DEEP, 10' WEST OF BRIDGE.

36.A TRAFFIC AND SAFETY:

RAILING AND CURB SYSTEM DOES NOT MEET AASHTO SPECIFICATIONS. RAILING SYSTEM IS NOT STRUCTURALLY ADEQUATE

TO CONTAIN AND SAFELY REDIRECT AN ERRANT VEHICLE.

STRUCTURE LOAD RATING STRUCTURE NO. 1793-001P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 18 16 24 22

HS 27 24 36 33

TYPE 3 25 23 34 31

TYPE 3S2 37 34 49 44

TYPE 3-3 49 44 66 60

DESIGN LOADING: 1 - H 10

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: 09/20/2016

LOAD RATING CONTROLLED BY: SHEAR

REMARKS: SEE BRIDGE FILE FOR LOAD RATING CALCULATIONS.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 1793-001P

STRUCTURE IDENTIFICATION

(201) PARK: ELEANOR ROOSEVELT NATIONAL HISTORIC SITE

(202) STRUCTURE NAME:..............FALL KILL BRIDGE

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

(204) STRUCTURE NUMBER:.........1793-001 P

3 - NORTHEAST(205) NPS REGION:

(206) ROUTE CODE NUMBER:

(207) ROAD SECTION NO:

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

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

(210) OPERATING UNIT:.................NONE

(211) PROJECT NO(S):................... ERNHS 10(1)

(212) DRAWING NUMBERS:...........G8429

(21) MAINTAINED BY:......................66 - NATIONAL PARK SERVICE

(22) OWNER:................................... 66 - NATIONAL PARK SERVICE

(1) STATE:............................................ 362 - NEW YORK

(2) STATE HWY. AGENCY DIST:

(3) COUNTY CODE:....................... 36027 DUTCHESS

(4) CITY / PLACE CODE:

(5) INVENTORY ROUTE:................ 1 6 4 00401 0

(6) FEATURES INTERSECTED:.......... FALL KILL

(7) FACILITY CARRIED:...................... ENTRANCE ROAD

(8) STATE STRUCTURE NO:.............. 1793001P0000000

(9) LOCATION:..................................... 0.1 MILES FROM RESIDENCE

(10) INV. RTE. - MIN. VERT. CLR:..... 99.99 FT ( 99.99 M)

(11) MILE POINT:................................. 0 (KM PT: 0 )

(27) YEAR BUILT:

(106) YEAR RECONSTRUCTED:

(20) TOLL:............................................ 3 - ON FREE ROAD

(37) HISTORIC DESIGNATION:.......... 5 - NOT ELIGIBLE

STRUCTURE DESCRIPTION, FOUNDATION, AND DECK TYPE

(43A) MAIN STR. MATERIAL:..........7 - WOOD OR TIMBER (44A) APPR. STR. MATERIAL:............ 0 - Other

(43B) MAIN STR. TYPE:.................. 02 - STRINGER/MULTI-BEAM OR (44B) APPR. STR. TYPE:.................... 00 - OTHER

GIRDER

(45) NO. OF MAIN SPANS:..............002 (46) NO OF APPROACH SPANS:

(48) MAX. SPAN LENGTH:..............22 FT ( 6.7 M)

(49) STRUCTURE LENGTH:........... 40.0 FT ( 12.2 M) (108) WEAR SURFACE/PROTECT SYSTEM:

(216A) ABUTMENT #1 FDN:........... 2 - SPREAD FTG ON BEARING MAT'L A) TYPE WEARING SURFACE:.. 0 - NONE

(216B) ABUTMENT #2 FDN:........... 2 - SPREAD FTG ON BEARING MAT'L B) TYPE MEMBRANE:................. 0 - NONE

(217A) PREDOM. PIER FDN:.......... 0 - UNKNOWN C) TYPE PROTECTION:.............. 0 - NONE

(217B) SECOND. PIER FDN:.......... 6 - N/A (218) IS SALT USED?.......................... NO

(107) DECK TYPE:.......................... 8 - WOOD OR TIMBER

LOAD RATING AND POSTING

(31) DESIGN LOAD:.........................1 - H 10 (41) LOAD RESTRICTION:.................. P - POSTED FOR LOAD

(66) INVENTORY RATING:..............27 TONS ( 24.5 METRIC TONS) (70) BRIDGE POSTING:...................... 5 - EQUAL TO OR ABOVE LEGAL

LOADS

(64) OPERATING RATING:..............36 TONS ( 32.7 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 07/22/2024 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: N - 0 - NONE (A) FRACTURE CRITICAL:.......... N

(220) SPECIAL STUDY TYPE: 0 - NONE INSP. EVERY MONTHS - LAST INSP:

(221) SPECIAL STUDY DATE: (B) UNDERWATER:..................... N

INSP. EVERY MONTHS - LAST INSP:

(C) SPECIAL INSPECTION:........ N

INSP. EVERY MONTHS - LAST INSP:

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 1793-001P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE:................................ 41° 45'44.30" N (51) CURB TO CURB WIDTH:............ 13.0 FT ( 4 M)

(17) LONGITUDE:............................ 73°53 ' 59.0" W (52) DECK WIDTH:.......................... 14.3 FT ( 4.4 M)

(19) DETOUR LENGTH:.................. 0 MI ( 0 KM) (32) APPR. ROADWAY WIDTH:...... 12.0 FT ( 3.7 M)

(28A) LANES ON STRUCT:.............01 (213) APPR. PAVEMENT WIDTH:... 10.0 FT ( 3 M)

(28B) LANES UNDER STRUCT:......00 LEFT SHOULDER:............... 1.0 FT ( 0.3 M)

(42A) SERVICE ON:.........................1 - HIGHWAY RIGHT SHOULDER:.......... 1.0 FT ( 0.3 M)

(42B) SERVICE UNDER:................. 5 - WATERWAY (33) BRIDGE MEDIAN:.................... 0 - NO MEDIAN

(29) AVG DAILY TRAFFIC:..............11 (34) SKEW ANGLE:......................... 0 °

(30) YEAR OF ADT:......................... 2022 (35) STRUCTURE FLARED:............ 0 - NO FLARE

(114) FUTURE ADT:.........................13 (47) TOTAL HORIZ. CLEARANCE:.. 13 FT ( 4 M)

(115) YEAR OF FUTURE ADT:........2042 (50) CURB OR SIDEWALK WIDTHS:

(101) PARALLEL STRUCTURE:......N - NO PARALLEL STRUCTURE LEFT:.................................... 0.0 FT ( 0 M)

(38) NAVIGATION CONTROL:.........0 RIGHT:.................................. 0.0 FT ( 0 M)

(39) VERTICAL CLEARANCE:.........0 FT ( 0 M) (214) BRIDGE RAIL TYPE

(40) HORIZ. CLEARANCE:..............0 FT ( 0 M) RAIL CONFIGURATION:...... 1 - FULL HEIGHT (NO PARAPET)

(111) ABUT OR PIER PROT:........... MATERIAL:........................... 7 - TIMBER

LATERAL UNDERCLEARANCE: DESIGN TYPE:..................... 3 - SIMPLE RAIL (JOINTS AT EACH

POST)

(55) RIGHT:...............................00 FT ( 0 M) (215) BRIDGE RAIL HEIGHT:.......... 3.50 FT ( 1.07 M)

(56) LEFT:.................................0 FT ( 0 M) (53) MIN. VRT. CLR. OVER DECK: 99.99 FT ( 99.99 M)

(54) MIN. VRT. UNDRCLRANCE:... .00 FT ( 0 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: 0 N N N

(75A) TYPE OF WORK:................... 35 - REHABILITATION - DETERIORATION

(75B) WORK DONE BY:.................. 1 - WORK TO BE DONE BY CONTRACT

(76) IMPROVEMENT LENGTH:....... FT ( 0 M)

(67) STRUCTURAL EVALUATION:

(68) DECK GEOMETRY:

(69) UNDERCLEARANCES:................ N

(71) WATERWAY ADEQUACY:

(72) APPROACH ALIGNMENT:

(113) SCOUR CRITICAL:.................... 5 - SCOUR WITHIN LIMITS OF

FOOTING OR PILES

(225) PURPOSE OF IMPROVEMENT: 2 - REHAB/RECONSTRUCTION

(226) PRIORITY OF IMPROVEMENT: C - MODERATE

(227) MAINTENANCE COST:

(228) REHAB / RECNSTR COST:

(229) CONSTRUCTION COST:

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

1984 - MAJOR RECONSTRUCTION/SUPERSTRUCTURE. 1999 - TIMBER CURB INSTALLED, TIMBER RAILING REPLACED UNDER PRA-VAMA 12(2), 2013 -

MASONRY REPAIRS UNDER PRA-ELRO 10(2).

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIGURATION INFORMATION:

https://45'44.30

Inspector: Kreider,Micheal Structure Number: 1793001P0000000 Inspection Date: 07/22/2024 Facility Carried: ENTRANCE ROAD

Environment Total Quantity Units Condition

State 1 Condition

State 2 Condition

State 3 Condition

State 4

31-Timber Deck 1 - Ben. 573 sq. ft. 256 302 15 0

1140-Decay/Section Loss 17 0 2 15 0

1150-Check/Shake 100 0 100 0 0

1180-Abrasion/Wear (Timber) 200 0 200 0 0

111-Timber Open Girder/Beam 1 - Ben. 360 ft. 330 30 0 0

1150-Check/Shake 30 0 30 0 0

213-Masonry Pier Wall 1 - Ben. 14 ft. 0 14 0 0

1610-Mortar Breakdown (Masonry) 1 0 1 0 0

1630-Patched Area (Masonry) 3 0 3 0 0

6000-Scour 10 0 10 0 0

215-Reinforced Concrete Abutment

1 - Ben. 14 ft. 11 3 0 0

1090-Exposed Rebar 3 0 3 0 0

217-Masonry Abutment 1 - Ben. 14 ft. 0 14 0 0

6000-Scour 14 0 14 0 0

332-Timber Bridge Railing 1 - Ben. 80 ft. 36 44 0 0

1020-Connection 5 0 5 0 0

1140-Decay/Section Loss 1 0 1 0 0

1150-Check/Shake 38 0 38 0 0

Inspector: Micheal Kreider Structure Number: 1793001P0000000

Bridge Inspection Report

Pictures

PHOTO 3

Description APPROACH LOOKING WEST

PHOTO 4

Description SOUTH (DOWNSTREAM) SIDE

Bridge Inspection Report

Pictures

PHOTO 5

Description GENERAL TOPSIDE VIEW LOOKING WEST

PHOTO 6

Description TYPICAL WEARING OF TIMBER DECK PLANKS, WEST END SHOWN; NOTE VEGETATION

GROWTH BETWEEN TIMBER DECK PLANKS

Bridge Inspection Report

Pictures

PHOTO 7

Description MINOR ROTTING OF TIMBER DECK PLANK OVER PIER

PHOTO 8

Description LOOSE SPACER BLOCK IN SOUTH CURB AT EAST END

Bridge Inspection Report

Pictures

PHOTO 9

Description GENERAL VIEW OF ENDS OF TIMBER DECK PLANKS IN EAST SPAN AT UPSTREAM SIDE, LOOKING EAST

PHOTO 10

Description GENERAL VIEW OF RAILINGS, NORTH RAILING SHOWN

Bridge Inspection Report

Pictures

PHOTO 11

Description SOUTH RAILING AT EAST APPROACH HAS BEEN REPLACED SINCE LAST INSPECTION

PHOTO 12

Description GENERAL UNDERSIDE VIEW OF WEST SPAN LOOKING EAST

Bridge Inspection Report

Pictures

PHOTO 13

Description GENERAL UNDERSIDE VIEW OF EAST SPAN LOOKING EAST

PHOTO 14

Description GENERAL VIEW OF WEST ABUTMENT

Bridge Inspection Report

Pictures

PHOTO 15

Description GENERAL VIEW OF FLOOR SLAB OF WEST SPAN

PHOTO 16

Description EXPOSED FOOTING AT NORTHWEST WINGWALL

Bridge Inspection Report

Pictures

PHOTO 17

Description GENERAL VIEW OF EAST ABUTMENT

PHOTO 18

Description FOOTING OF EAST ABUTMENT IS EXPOSED UP TO 10” HIGH; NOTE ABRASION ALONG

WATERLINE

Bridge Inspection Report

Pictures

PHOTO 19

Description GENERAL VIEW OF WEST FACE OF PIER

PHOTO 20

Description GENERAL VIEW OF EAST FACE OF PIER

Bridge Inspection Report

Pictures

PHOTO 21

Description LOSS OF MORTAR IN BOTTOM COURSE OF STONES AT UPSTREAM SIDE OF PIER

PHOTO 22

Description LOAD POSTING SIGN AT WEST APPROACH

Bridge Inspection Report

Pictures

PHOTO 23

Description LOOKING UPSTREAM

PHOTO 24

Description LOOKING DOWNSTREAM

RUSTIC BRIDGE

NPS ROUTE 13 OVER CRUM ELBOW CREEK

VANDERBILT MANSION NATIONAL HISTORIC SITE

APPROACH LOOKING NORTH

STRUCTURE NO. 1797-003P

INSPECTION TYPE: ROUTINE

INSPECTION DATE: 7/23/2024

WEST (DOWNSTREAM) SIDE

Report prepared by:

Federal Highway Administration FLH Office of Bridges and Structures Bridge Inspection Program 22001 Loudoun County Parkway, Building E2, Suite 200 Ashburn, VA 20147

STRUCTURE SUMMARY STRUCTURE NO. 1797-003P

RUSTIC BRIDGE INSPECTION DATE: 07/23/2024

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL:

MAIN SPAN TYPE:

# OF BEAMS, MAIN SPAN: .

DECK TYPE:

WEARING SURFACE:

ABUT. FOUNDATIONS:

PIER FOUDNATION(S):

ABUTMENT / PIER MAT'L: ..

PROJ./PLAN REF. NO:

NPS ROAD CLASS:

STRUCTURE HISTORY:

1 - CONCRETE NO. OF MAIN SPANS:

11 - ARCH - DECK NO. OF APPR. SPANS:

1 STRUCT. TOTAL LENGTH: . 182.0 FT (55.5 M)

N - NOT APPLICABLE MAX. SPAN LENGTH: ......... 50 FT (15.2 M)

N - NA DECK WIDTH: ..................... 17.8 FT (5.4 M)

CURB TO CURB WIDTH: .... 14.2 FT (4.3 M)

0 - UNKNOWN YEAR BUILT:

4 - MASONRY YEAR RECONSTRUCTED: . 2000

VAMA 12(2) SKEW ANGLE: .................... 0 °

1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL: ....... N

2000 - NEW SHOTCRETE ON ARCH UNDERSIDE, WEARING SURFACE WITH

GEOTEXTILE MOISTURE BARRIER, FRENCH DRAINS, AND OTHER MISCELLANEOUS

WORK. 2018 - PARAPET REPAIRS

LOCATION

VANDERBILT MANSION NATIONAL HISTORIC SITE

STATE: .............................. 362 - NEW YORK

FACILITY CARRIED: ......... NPS ROUTE 13

FEATURE INTERSECTED: CRUM ELBOW CREEK

MILE POINT: .. 0 (KM PT 0)

LOCATION: .... 0.1 MILES FROM COACH HOUSE

INSPECTION TEAM: M. Kreider, J. Voight

CONDITION ASSESSMENT:

Micheal Kreider

REPORT REVIEW:

Marcus Miller

REPORT APPROVAL: Date: 01/02/2025

Jorgomai Ceesay

STRUCTURE EVALUATION SUMMARY

This 2-span concrete arch bridge is currently in satisfactory condition overall and has only minor issues at this time. Erosion has partially undermined the northwest wingwall, there is vegetation growing in the stone masonry joints of the wingwalls, and trees are growing within 2' of the structure on both the upstream and downstream sides. Corrective measures should be taken as outlined in this report to prevent the possible development of more serious or costly problems in the future.

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 1797-003P

RUSTIC BRIDGE INSPECTION DATE : 07/23/2024

PRIORITY OF IMPROVEMENT226

A (Critical) - Structure is closed, in immediate damage of collapse, or presents a critical safety danger.

B (Major) - Structure is seriously deficient or presents a safety hazard, but can remain open 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. Preventive maintenance may be required.

E (Special) - Structure is under construction or reconstruction.

D

Item No.

Maintenance Recommendations

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT UNIT

COST

PRELIM.

COST

ESTIMATE

60.6,222.

REMOVE VEGETATION GROWING FROM MORTAR JOINTS

AND TRIM VEGETATION OVERHANGING PARAPETS. 1 LS

58.3,222.

SEAL CRACKS IN ASPHALT WEARING SURFACE OVER

STRUCTURE AND AT APPROACHES. 1 LS

PRELIM. MAINTENANCE TOTAL :

Item No.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST

PRELIM. COST ESTIMATES

REHAB RECONSTR

58.6 REPOINT MASONRY MORTAR JOINTS ON

PARAPETS. 1 LS

60.9 REPAIR EROSION AND UNDERMINING ALONG

NORTHWEST WINGWALL. 1 LS

CONTRACT COSTS FOR MOBILIZATION,

TRAFFIC CONTROL, AND CONTINGENCIES. 1 LS

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 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.

FIELD INSPECTION REPORT STRUCTURE NO. 1797-003P

58. DECK

1. DECK SLAB

4. RIDEABILITY

5. CURBS, SIDEWALKS, AND MEDIAN

6. PARAPETS AND/OR RAILINGS

7. DRAINS AND DRAINAGE

8. UTILITIES

9. DEFLECTION AND/OR VIBRATION

N

10.OTHER:

59. SUPERSTRUCTURE

1. BEARING DEVICES

2. GIRDERS OR BEAMS

3. ARCH(ES) OR SLAB(S)

4. FLOOR BEAMS AND STRINGERS

5. TRUSSES

6. DIAPHRAGMS AND BRACING

7. PAINT

8. FASCIA(E)

9. DEFLECTION AND/OR VIBRATION

10.ALIGNMENT

11.OTHER

60. SUBSTRUCTURE

61. CHANNEL

1. ALIGNMENT

2. EROSION AND/OR SCOUR

3. CHANNEL PROTECTION

4. WATERWAY OBSTRUCTIONS

5. OTHER

6. ADEQUACY OF OPENING

7. NORMAL VELOCITY

8. AVERAGE CLEAR OPENING

9. STREAMBED COMPOSITION:

222. APPROACHES

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER

223. RETAINING WALL

1. WALL

2. WEEP HOLES

3. FOUNDATION

4. EROSION AND/OR SCOUR

5. SETTLEMENT OR DEFLECTION

6. OTHER

N

G

N

G

G

N

N

N

N

G

N

N

N

N

G

G

G

G

G

G

N

F

N

1- SUFF

2 - MED

N

N

G

G

G

G

F

N

N

2. EXPANSION JOINTS N

3. WEARING SURFACE F

N

SPANDREL WALLS

25 FT

G

CONDITION RATING CODE EQUIVALENTS FOR SUB-ELEMENTS

G = GOOD (CODES 7 - 9) F = FAIR (CODES 5 - 6) P = POOR (CODES 0 - 4)

CONDITION RATING CODES FOR ITEMS 58 - 62, 222, 223

NOT APPLICABLEN

EXCELLENT CONDITION9

VERY GOOD CONDITION - no problems noted.8

GOOD CONDITION - some minor problems.7

SATISFACTORY CONDITION - structural elements show some minor deterioration.6

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.4

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

FAILED CONDITION - out of service; beyond corrective action.0

ROCK

1. BREASTWALLS OR COLUMNS G

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS N

4. BACKWALLS AND/OR BULKHEADS N

5. FOUNDATIONS G

6. WINGWALLS G

7. WEEP HOLES F

8. EXPANSION JOINTS N

9. EROSION AND/OR SCOUR F

10.SETTLEMENT OR DEFLECTION G

11.SLOPE PROTECTION N

12.OTHER N

ABUTMENTS

PIER(S)

13. WALLS AND/OR COLUMNS

14.PILE BENTS

15.CAPS AND/OR BEARING SEATS

16.FOUNDATIONS

17.EROSION AND/OR SCOUR

18.SETTLEMENT OR DEFLECTION

19.OTHER

36. TRAFFIC AND SAFETY FEATURES

A. BRIDGE RAILINGS:

B. TRANSITIONS:

C. APPROACH GUARDRAILS:

D. APPROACH GUARDRAIL ENDS:

G

N

N

G

G

G

N

TRAFFIC SAFETY RATING CODES

0 - Does not meet standards or a safety features is required and none is provided.

1 - Meets currently acceptable standards.

FIELD INSPECTION REPORT STRUCTURE NO. 1797-003P

ITEM REFERENCE AND REMARKS

58.3 ASPHALT WEARING SURFACE:

MINOR LONGITUDINAL AND MAP CRACKS IN PAVEMENT OVER BRIDGE AND AT NORTH APPROACH. MINOR TRANSVERSE

CRACKS IN PAVEMENT OVER SOUTH ABUTMENT, SOME CRACKS SEALED.

GEOTEXTILE MOISTURE BARRIER UNDER PAVEMENT.

58.6 PARAPETS:

MASONRY MORTAR JOINTS APPEAR TO BE VERY SANDY. DELAMINATION OF CAPSTONES ALONG TOP OF PARAPETS. MINOR ADHESION FAILURE OF POURABLE JOINT SEALANT BETWEEN SOME CAPSTONES. ISOLATED FRACTURED STONES

THROUGHOUT.

59.3

59.11

ARCH UNDERSIDE:

MINOR CRACKING WITH MINOR EFFLORESCENCE. ISOLATED AREAS OF MODERATE EFFLORESCENCE ALONG RINGSTONES.

SPANDREL WALLS:

MINOR VEGETATION GROWTH. LARGE TREES AS CLOSE AS 2' FROM STRUCTURE THROUGHOUT.

WEST (DOWNSTREAM)- APPEARS TO BE BULGING SLIGHTLY AT PIER.

60.1

60.5

ABUTMENT BREASTWALLS:

NORTH ABUTMENT- MINOR DETERIORATION OF MASONRY MORTAR JOINTS.

SOUTH ABUTMENT- NATURAL ROCK OUTCROP SERVES AS BREASTWALL.

ABUTMENT FOOTING:

FOOTING AT NORTH ABUTMENT HAS BEEN EXPOSED UP TO 1' HIGH BY EROSION.

60.6

60.9

WINGWALLS:

MINOR MORTAR JOINT DETERIORATION THROUGHOUT. SEVERAL SMALL TREES GROWING IN MORTAR JOINTS OF WINGWALLS.

SCOUR / EROSION:

APPROXIMATELY 32" TO 36" OF UNDERMINING OF NORTHWEST WINGWALL ABOUT 15' UP FROM END OF NORTH SPAN.

DETERIORATED MORTAR JOINT (12" DEEP VOID) NORTHEAST WINGWALL. MINOR EROSION ALONG SOUTHEAST WINGWALL.

60.7 ABUTMENT WEEPHOLES:

SEVERE CORROSION AND SECTION LOSS OF WEEPHOLE PIPE IN NORTH ABUTMENT BREASTWALL. HEAVY RUSTING OF

WEEPHOLE PIPES ON UNDERSIDE OF SOUTH ARCH.

60.13 PIER WALL:

MINOR DETERIORATION OF MASONRY JOINTS WITH ISOLATED AREAS OF EFFLORESCENCE; MINOR TO MODERATE CRACKING

OF STONES ALSO VISIBLE WITH SOME LOOSE STONES.

60.16

60.17

PIER FOOTING & EROSION / SCOUR:

FOOTING HAS BEEN EXPOSED BY EROSION BUT IS FOUNDED ON SHALE-LIKE BEDROCK.

61.2 CHANNEL EROSION / SCOUR:

SEE BRIDGE FILE FOR SCOUR EVALUATION.

61.4 CHANNEL WATERWAY OBSTRUCTIONS:

MODERATE FLOOD DEBRIS ACCUMULATION LOCATED 50' DOWNSTREAM.

222.3 APPROACH GUARDRAIL:

DELAMINATION OF SEVERAL CAPSTONES OF NORTH APPROACH PARAPET, EAST SIDE. MINOR VEGETATION OVERHANGING

NORTHWEST AND NORTHEAST APPROACH PARAPETS.

TIMBER RAILING IS STEEL-BACKED. MODERATE TO SEVERELY DETERIORATED TIMBER POSTS ON SOUTHWEST APPROACH

RAILING.

222.7 APPROACH SIGNS:

"ONE WAY" SIGN AT SOUTH APPROACH.

222.8 APPROACH ALIGNMENT:

90 DEG CURVES AT BOTH APPROACHES.

36.A

36.B

TRAFFIC AND SAFETY FEATURES:

PARAPET HEIGHT OF 1'-8" DOES NOT MEET AASHTO MINIMUM HEIGHT SPECIFICATION OF 2'-3". APPROACH GUARDRAIL AT SOUTHWEST CORNER IS NOT CONNECTED TO PARAPET. BRIDGE IS LOCATED ON LOW-SPEED, LOW-VOLUME ROAD.

STRUCTURE LOAD RATING STRUCTURE NO. 1797-003P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 15 14 25 23

HS 19 17 31 28

TYPE 3 17 15 29 26

TYPE 3S2 27 24 45 41

TYPE 3-3 33 30 55 50

DESIGN LOADING: 0 - UNKNOWN

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: 06/20/2016

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. 1797-003P

STRUCTURE IDENTIFICATION

(1) STATE:............................................ 362 - NEW YORK

(2) STATE HWY. AGENCY DIST:

(201) PARK: VANDERBILT MANSION NATIONAL HISTORIC SITE

(202) STRUCTURE NAME:..............RUSTIC BRIDGE

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

(204) STRUCTURE NUMBER:.........1797-003 P

3 - NORTHEAST(205) NPS REGION:

(206) ROUTE CODE NUMBER:

(207) ROAD SECTION NO:

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

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

(210) OPERATING UNIT:.................NONE

(211) PROJECT NO(S):................... VAMA 12(2)

(212) DRAWING NUMBERS:

(21) MAINTAINED BY:......................66 - NATIONAL PARK SERVICE

(22) OWNER:................................... 66 - NATIONAL PARK SERVICE

(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) HISTORIC DESIGNATION:

36027 DUTCHESS

00000

1 6 4 00013 0

CRUM ELBOW CREEK

NPS ROUTE 13

1797003P0000000

0.1 MILES FROM COACH HOUSE

99.99 FT ( 99.99 M)

0 (KM PT: 0 )

3 - ON FREE ROAD

2 - ELIGIBLE FOR NATIONAL

REGISTER

STRUCTURE DESCRIPTION, FOUNDATION, AND DECK TYPE

(43A) MAIN STR. MATERIAL:..........1 - CONCRETE (44A) APPR. STR. MATERIAL:............ 0 - Other

(43B) MAIN STR. TYPE:.................. 11 - ARCH - DECK (44B) APPR. STR. TYPE:.................... 00 - OTHER

(45) NO. OF MAIN SPANS:..............002 (46) NO OF APPROACH SPANS:

(48) MAX. SPAN LENGTH:..............50 FT ( 15.2 M)

(49) STRUCTURE LENGTH:........... 182. FT ( 55.5 M) (108) WEAR SURFACE/PROTECT SYSTEM:

(216A) ABUTMENT #1 FDN:........... A) TYPE WEARING SURFACE:.. N - NA

(216B) ABUTMENT #2 FDN:........... 0 - UNKNOWN B) TYPE MEMBRANE:................. 2 - PREFORMED FABRIC

(217A) PREDOM. PIER FDN:.......... 0 - UNKNOWN C) TYPE PROTECTION:.............. N - NA

(217B) SECOND. PIER FDN:.......... 0 - UNKNOWN (218) IS SALT USED?.......................... YES

(107) DECK TYPE:.......................... N - NOT APPLICABLE

LOAD RATING AND POSTING

(31) DESIGN LOAD:.........................0 - UNKNOWN (41) LOAD RESTRICTION:.................. A - OPEN

(66) INVENTORY RATING:..............19 METRIC TONS) (70) BRIDGE POSTING:...................... 5 - EQUAL TO OR ABOVE LEGALTONS ( 17.2

LOADS

(64) OPERATING RATING:..............31 TONS ( 28.1 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 07/23/2024 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: N - 0 - NONE (A) FRACTURE CRITICAL:.......... N

(220) SPECIAL STUDY TYPE: 0 - NONE INSP. EVERY MONTHS - LAST INSP:

(221) SPECIAL STUDY DATE: (B) UNDERWATER:..................... N

INSP. EVERY MONTHS - LAST INSP:

(C) SPECIAL INSPECTION:........ N

INSP. EVERY MONTHS - LAST INSP:

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 1797-003P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE:................................ 41° 47'27.30" N (51) CURB TO CURB WIDTH:............ 14.2 FT ( 4.3 M)

(17) LONGITUDE:............................ 73 56° ' 32.1" W (52) DECK WIDTH:.......................... 17.8 FT ( 5.4 M)

(19) DETOUR LENGTH:.................. 1 MI ( 2 KM) (32) APPR. ROADWAY WIDTH:...... 18.0 FT ( 5.5 M)

(28A) LANES ON STRUCT:.............01 (213) APPR. PAVEMENT WIDTH:... 17.0 FT ( 5.2 M)

(28B) LANES UNDER STRUCT:......00 LEFT SHOULDER:............... 1.0 FT ( 0.3 M)

(42A) SERVICE ON:.........................1 - HIGHWAY RIGHT SHOULDER:.......... 0.0 FT ( 0 M)

(42B) SERVICE UNDER:................. 5 - WATERWAY (33) BRIDGE MEDIAN:.................... 0 - NO MEDIAN

(29) AVG DAILY TRAFFIC:..............11 (34) SKEW ANGLE:......................... 0 °

(30) YEAR OF ADT:......................... 2022 (35) STRUCTURE FLARED:............ 0 - NO FLARE

(114) FUTURE ADT:.........................13 (47) TOTAL HORIZ. CLEARANCE:.. 14.2 FT ( 4.3 M)

(115) YEAR OF FUTURE ADT:........2042 (50) CURB OR SIDEWALK WIDTHS:

(101) PARALLEL STRUCTURE:......N - NO PARALLEL STRUCTURE LEFT:.................................... 0.0 FT ( 0 M)

(38) NAVIGATION CONTROL:.........0 RIGHT:.................................. 0.0 FT ( 0 M)

(39) VERTICAL CLEARANCE:.........0 FT ( 0 M) (214) BRIDGE RAIL TYPE

(40) HORIZ. CLEARANCE:..............0 FT ( 0 M) RAIL CONFIGURATION:...... 3 - PARAPET ONLY

(111) ABUT OR PIER PROT:........... MATERIAL:........................... 9 - OTHER

LATERAL UNDERCLEARANCE: DESIGN TYPE:..................... 1 - CONTINUOUS RAIL

(55) RIGHT:...............................00 FT ( 0 M) (215) BRIDGE RAIL HEIGHT:.......... 1.67 FT ( 0.51 M)

(56) LEFT:.................................0 FT ( 0 M) (53) MIN. VRT. CLR. OVER DECK: 99.99 FT ( 99.99 M)

(54) MIN. VRT. UNDRCLRANCE:... .00 FT ( 0 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: 0 0 1 1

(75A) TYPE OF WORK:................... 35 - REHABILITATION - DETERIORATION

(75B) WORK DONE BY:.................. 1 - WORK TO BE DONE BY CONTRACT

(76) IMPROVEMENT LENGTH:....... FT ( 0 M)

(67) STRUCTURAL EVALUATION:

(68) DECK GEOMETRY:

(69) UNDERCLEARANCES:................ N

(71) WATERWAY ADEQUACY:

(72) APPROACH ALIGNMENT:

(113) SCOUR CRITICAL:.................... 5 - SCOUR WITHIN LIMITS OF

FOOTING OR PILES

(225) PURPOSE OF IMPROVEMENT: 2 - REHAB/RECONSTRUCTION

(226) PRIORITY OF IMPROVEMENT: D - MINOR

(227) MAINTENANCE COST:

(228) REHAB / RECNSTR COST:

(229) CONSTRUCTION COST:

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

2000 - NEW SHOTCRETE ON ARCH UNDERSIDE, WEARING SURFACE WITH GEOTEXTILE MOISTURE BARRIER, FRENCH DRAINS, AND OTHER

MISCELLANEOUS WORK. 2018 - PARAPET REPAIRS

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIGURATION INFORMATION:

Inspector: Kreider,Micheal Structure Number: 1797003P0000000 Inspection Date: 07/23/2024 Facility Carried: NPS ROUTE 13

Environment Total Quantity Units Condition

State 1 Condition

State 2 Condition

State 3 Condition

State 4

144-Reinforced Concrete Arch 1 - Ben. 172 ft. 87 85 0 0

1120-Efflorescence/Rust Staining 75 0 75 0 0

1130-Cracking (RC and Other) 10 0 10 0 0

213-Masonry Pier Wall 1 - Ben. 36 ft. 26 10 0 0

1120-Efflorescence/Rust Staining 10 0 10 0 0

217-Masonry Abutment 1 - Ben. 36 ft. 30 6 0 0

1120-Efflorescence/Rust Staining 6 0 6 0 0

331-Reinforced Concrete Bridge Railing

1 - Ben. 363 ft. 363 0 0 0

334-Masonry Bridge Railing 1 - Ben. 363 ft. 323 40 0 0

1610-Mortar Breakdown (Masonry) 40 0 40 0 0

Inspector: Micheal Kreider Structure Number: 1797003P0000000

Bridge Inspection Report

Pictures

PHOTO 3

Description APPROACH LOOKING SOUTH

PHOTO 4

Description EAST (UPSTREAM) SIDE; NOTE TREES GROWING OUT OF MORTAR JOINTS

Bridge Inspection Report

Pictures

PHOTO 5

Description GENERAL TOPSIDE VIEW LOOKING NORTH

PHOTO 6

Description TYPICAL MINOR LONGITUDINAL CRACKING IN ASPHALT WEARING SURFACE, NEAR MID-

SPAN SHOWN

Bridge Inspection Report

Pictures

PHOTO 7

Description TYPICAL VIEW OF STONE MASONRY JOINT MATERIAL, EAST PARAPET SHOWN

PHOTO 8

Description TYPICAL JOINT SEALANT ADHESION FAILURE IN PARAPET CAPSTONE JOINTS

Bridge Inspection Report

Pictures

PHOTO 9

Description VEGETATION GROWTH OVERHANGING NORTHWEST APPROACH PARAPET

PHOTO 10

Description GENERAL UNDERSIDE VIEW OF NORTH SPAN LOOKING SOUTH

Bridge Inspection Report

Pictures

PHOTO 11

Description GENERAL VIEW OF NORTH ABUTMENT

PHOTO 12

Description UP TO 100% SECTION LOSS DUE TO CORROSION OF DRAIN PIPE AT BOTTOM OF NORTH

ABUTMENT

Bridge Inspection Report

Pictures

PHOTO 13

Description UP TO 1' H EXPOSURE OF NORTH ABUTMENT FOOTING

PHOTO 14

Description GENERAL VIEW OF NORTH FACE OF PIER

Bridge Inspection Report

Pictures

PHOTO 15

Description UNDERMINING OF FOOTING OF NORTHWEST WINGWALL

PHOTO 16

Description GENERAL UNDERSIDE VIEW OF SOUTH SPAN LOOKING NORTH

Bridge Inspection Report

Pictures

PHOTO 17

Description GENERAL VIEW OF SOUTH ABUTMENT

PHOTO 18

Description GENERAL VIEW OF SOUTH FACE OF PIER

Bridge Inspection Report

Pictures

PHOTO 19

Description FRACTURED STONES AT SOUTH FACE OF PIER IN SOUTH SPAN

PHOTO 20

Description SCOUR OF NORTH CHANNEL BANK UPSTREAM OF PIER

Bridge Inspection Report

Pictures

PHOTO 21

Description LOOKING UPSTREAM FROM BENEATH SOUTH SPAN

PHOTO 22

Description LOOKING DOWNSTREAM FROM BENEATH SOUTH SPAN

KROMA KILL BRIDGE #2

ENTRANCE ROAD OVER KROMA KILL

SARATOGA NATIONAL HISTORICAL PARK

APPROACH LOOKING WEST

STRUCTURE NO. 1910-002P

INSPECTION TYPE: ROUTINE

INSPECTION DATE: 7/23/2024

SOUTH (DOWNSTREAM) SIDE

Report prepared by:

Federal Highway Administration FLH Office of Bridges and Structures Bridge Inspection Program 22001 Loudoun County Parkway, Building E2, Suite 200 Ashburn, VA 20147

STRUCTURE SUMMARY STRUCTURE NO. 1910-002P

KROMA KILL BRIDGE #2 INSPECTION DATE: 07/23/2024

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL:

MAIN SPAN TYPE:

# OF BEAMS, MAIN SPAN: .

DECK TYPE:

WEARING SURFACE:

ABUT. FOUNDATIONS:

PIER FOUDNATION(S):

ABUTMENT / PIER MAT'L: ..

PROJ./PLAN REF. NO:

NPS ROAD CLASS:

STRUCTURE HISTORY:

1 - CONCRETE NO. OF MAIN SPANS:

01 - SLAB NO. OF APPR. SPANS:

1 STRUCT. TOTAL LENGTH: . 37.2 FT (11.3 M)

1 - CONCRETE CAST-IN-PLACE MAX. SPAN LENGTH: ......... 37.2 FT (11.3 M)

6 - BITUMINOUS DECK WIDTH: ..................... 28.4 FT (8.7 M)

2 - SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: .... 24.0 FT (7.3 M)

6 - N/A YEAR BUILT:

1 - CONCRETE YEAR RECONSTRUCTED: .

000000000000 SKEW ANGLE: .................... 30 °

1 - PRINCIPAL PARK ROAD FRACTURE CRITICAL: ....... N

2020 - ROADWAY RESURFACED. 2017 - SOUTH RAILING REPLACED, CURB AND

RAIL JOINTS RESEALED, NORTH RAILING END CAP REPLACED.

LOCATION

SARATOGA NATIONAL HISTORICAL PARK

STATE: .............................. 362 - NEW YORK

FACILITY CARRIED: ......... ENTRANCE ROAD

FEATURE INTERSECTED: KROMA KILL

MILE POINT: .. .54 (KM PT 0.87)

LOCATION: .... 6.0 MILES FROM VISITOR CENTER

INSPECTION TEAM: M. Kreider, J. Voight

CONDITION ASSESSMENT:

Micheal Kreider

REPORT REVIEW:

Marcus Miller

REPORT APPROVAL: Date: 01/06/2025

Jorgomai Ceesay

STRUCTURE EVALUATION SUMMARY

This concrete slab bridge is in good condition overall. The flow of the channel poses the main problem at this time, as evidenced by the active erosion of the embankments along the wingwalls of the east abutment and the downstream side of west abutment, and by the accumulation of sediment in the channel in front of the west abutment. Other problems include popouts with exposed rebar on the deck sides; and spalling of the curbs, with exposed rebar visible in places.

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

RECOMMENDATIONS AND ESTIMATED COSTS STRUCTURE NO. 1910-002P

KROMA KILL BRIDGE #2 INSPECTION DATE : 07/23/2024

PRIORITY OF IMPROVEMENT226

A (Critical) - Structure is closed, in immediate damage of collapse, or presents a critical safety danger.

B (Major) - Structure is seriously deficient or presents a safety hazard, but can remain open 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. Preventive maintenance may be required.

E (Special) - Structure is under construction or reconstruction.

C

Item No.

Maintenance Recommendations

(GENERALLY NOT FLHP ELIGIBLE)

QTY. UNIT UNIT

COST

PRELIM.

COST

ESTIMATE

58.1,58.5, 60.1

CLEAN EXPOSED REBAR ON DECK SIDES, NORTHWEST

AND SOUTHWEST APPROACH CURBS, AND COAT WITH

APPROVED PROTECTIVE SEALANT.

1 LS

PRELIM. MAINTENANCE TOTAL :

Item No.

REHABILITATION/RECONSTRUCTION

(TYPICALLY NEEDED WITHIN 5 YEARS)

QTY. UNIT

UNIT

COST

PRELIM. COST ESTIMATES

REHAB RECONSTR

60.6,60.9 STABILIZE AND REPAIR SCOUR OF UPSTREAM

AND DOWNSTREAM EMBANKMENTS OF BOTH

ABUTMENTS WITH ENGINEERED RIPRAP.

1 LS

60.7 REMOVE SEDIMENT ACCUMULATION IN

CHANNEL IN FRONT OF WEST ABUTMENT. 1 LS

CONTRACT COSTS FOR MOBILIZATION,

TRAFFIC CONTROL, AND CONTINGENCIES. 1 LS

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 planning purposes only; they should not be used as a complete or final engineers estimate.)

Remarks : Cost estimates are based on previous project costs where available.

FIELD INSPECTION REPORT STRUCTURE NO. 1910-002P

58. DECK

1. DECK SLAB

4. RIDEABILITY

5. CURBS, SIDEWALKS, AND MEDIAN

6. PARAPETS AND/OR RAILINGS

7. DRAINS AND DRAINAGE

8. UTILITIES

9. DEFLECTION AND/OR VIBRATION

10.OTHER:

59. SUPERSTRUCTURE

1. BEARING DEVICES

2. GIRDERS OR BEAMS

3. ARCH(ES) OR SLAB(S)

4. FLOOR BEAMS AND STRINGERS

5. TRUSSES

6. DIAPHRAGMS AND BRACING

7. PAINT

8. FASCIA(E)

9. DEFLECTION AND/OR VIBRATION

10.ALIGNMENT

11.OTHER

60. SUBSTRUCTURE

61. CHANNEL

1. ALIGNMENT

2. EROSION AND/OR SCOUR

3. CHANNEL PROTECTION

4. WATERWAY OBSTRUCTIONS

5. OTHER

6. ADEQUACY OF OPENING

7. NORMAL VELOCITY

8. AVERAGE CLEAR OPENING

9. STREAMBED COMPOSITION:

222. APPROACHES

1. APPROACH SLABS

2. RELIEF JOINTS

3. APPROACH GUARDRAIL

4. SURFACING

5. EROSION

6. SETTLEMENT

7. SIGNS

8. ALIGNMENT

9. OTHER

223. RETAINING WALL

1. WALL

2. WEEP HOLES

3. FOUNDATION

4. EROSION AND/OR SCOUR

5. SETTLEMENT OR DEFLECTION

6. OTHER

G

G

F

G

G

G

N

N

N

G

N

N

N

N

N

G

G

N

F

P

N

F

N

1- SUFF

3 - LOW

N

N

N

G

G

G

G

N

N

2. EXPANSION JOINTS G

3. WEARING SURFACE G

N 6 FT

G

CONDITION RATING CODE EQUIVALENTS FOR SUB-ELEMENTS

G = GOOD (CODES 7 - 9) F = FAIR (CODES 5 - 6) P = POOR (CODES 0 - 4)

CONDITION RATING CODES FOR ITEMS 58 - 62, 222, 223

NOT APPLICABLEN

EXCELLENT CONDITION9

VERY GOOD CONDITION - no problems noted.8

GOOD CONDITION - some minor problems.7

SATISFACTORY CONDITION - structural elements show some minor deterioration.6

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.4

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

FAILED CONDITION - out of service; beyond corrective action.0

SILT, GRAVEL

1. BREASTWALLS OR COLUMNS G

2. PILE BENTS N

3. CAPS AND/OR BEARING SEATS N

4. BACKWALLS AND/OR BULKHEADS G

5. FOUNDATIONS N

6. WINGWALLS G

7. WEEP HOLES G

8. EXPANSION JOINTS N

9. EROSION AND/OR SCOUR F

10.SETTLEMENT OR DEFLECTION G

11.SLOPE PROTECTION N

12.OTHER N

ABUTMENTS

PIER(S)

13. WALLS AND/OR COLUMNS

14.PILE BENTS

15.CAPS AND/OR BEARING SEATS

16.FOUNDATIONS

17.EROSION AND/OR SCOUR

18.SETTLEMENT OR DEFLECTION

19.OTHER

36. TRAFFIC AND SAFETY FEATURES

A. BRIDGE RAILINGS:

B. TRANSITIONS:

C. APPROACH GUARDRAILS:

D. APPROACH GUARDRAIL ENDS:

N

N

N

N

N

N

N

N

N

N

TRAFFIC SAFETY RATING CODES

0 - Does not meet standards or a safety features is required and none is provided.

1 - Meets currently acceptable standards.

FIELD INSPECTION REPORT STRUCTURE NO. 1910-002P

ITEM REFERENCE AND REMARKS

58.1

59.3

DECK FASCIA:

SEVERAL POPOUTS WITH EXPOSED REBAR ENDS.

DECK UNDERSIDE:

AREAS OF MINOR HONEYCOMB AND EXPOSED REBAR CHAIRS.

58.2

58.3

222.4

DECK EXPANSION JOINTS:

PAVED OVER.

DECK AND APPROACH ROADWAY SURFACE:

GOOD CONDITION.

58.5 DECK CURBS:

MODERATE ABRASION AND POPOUTS THROUGHOUT. MINOR SPALLING ALONG TOP EDGE OF BOTH CURBS DUE TO COLLISION

DAMAGE. WIDESPREAD EXPOSED REBAR IN BOTH CURBS AT WEST APPROACH.

58.6 RAILINGS:

MINOR DEBRIS BUILDUP ON TOP OF RAILING POST BASEPLATES.

PARAPETS:

MODERATE ABRASION AND POPOUTS THROUGHOUT.

58.7 DRAINAGE:

MINOR SOIL AND DEBRIS BUILDUP ALONG CURBS.

60.1 ABUTMENT BREASTWALLS:

MINOR VERTICAL CRACKING OF BOTH BREASTWALLS WITH EFFLORESCENCE EMANATING FROM WEEPHOLES.

WEST- CONCRETE REPAIRS AT BOTH UPSTREAM AND DOWNSTREAM CORNERS; EFFLORESCENCE AT UPSTREAM PATCH.

EAST- CONCRETE REPAIRS AT BOTH UPSTREAM AND DOWNSTREAM CORNERS; EFFLORESCENCE AT DOWNSTREAM PATCH.

60.6

60.9

WINGWALLS:

POPOUTS THROUGHOUT.

EROSION / SCOUR:

NORTHEAST WINGWALL- UP TO 6'H X 4' BACK X 4'L OF BANK SLOUGHING (INCREASED SLOUGHING SINCE LAST INSPECTION).

SOUTHEAST WINGWALL- UP TO 8'H X 10; BACK X 30'L BANK SLOUGHING.

SOUTHWEST WINGWALL- UP TO 3'H X 15'L VERTICAL BANK SLOUGHING.

60.7 WEEPHOLES:

MINOR LEAKAGE AND LOSS-OF-FILL THROUGH WEEPHOLES. UPSTREAM AND CENTER WEEP HOLES AT WEST ABUTMENT

BURIED UNDER SILT.

61.1

61.2

CHANNEL ALIGNMENT:

CHANNEL FLOWS AGAINST EAST ABUTMENT WITH MODERATE SCOUR.

CHANNEL EROSION / SCOUR:

MODERATE EROSION OF CHANNEL BANKS UPSTREAM AND DOWNSTREAM OF STRUCTURE WITH EXPOSED AND UNDERMINED

TREES ROOTS. NEAR FULL-WIDTH SCOUR HOLE DOWNSTREAM OF STRUCTURE.

SEE BRIDGE FILE FOR SCOUR EVALUATION.

61.4 CHANNEL WATERWAY OBSTRUCTIONS:

SEDIMENT ACCUMULATION ALONG WEST ABUTMENT BREASTWALL.

222.7 SIGNS:

"5523800" ON PLAQUE ON WEST ABUTMENT BREASTWALL. PARK TOUR LOOP ROAD IS POSTED FOR A 20-TON WEIGHT LIMIT AT

ROUTE 4 ENTRANCE.

STRUCTURE LOAD RATING STRUCTURE NO. 1910-002P

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 31 28 53 48

HS 45 41 75 68

TYPE 3 40 36 67 61

TYPE 3S2 60 54 101 92

TYPE 3-3 78 71 131 119

DESIGN LOADING: 1 - H 10

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: 05/10/2016

LOAD RATING CONTROLLED BY: MOMENT CAPACITY OF CONCRETE SLAB

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 1910-002P

STRUCTURE IDENTIFICATION

(201) PARK: SARATOGA NATIONAL HISTORICAL PARK (1) STATE:............................................ 362 - NEW YORK

(202) STRUCTURE NAME:..............KROMA KILL BRIDGE #2 (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND:............... 1 - BRIDGE (3) COUNTY CODE:....................... 36091 SARATOGA

(204) STRUCTURE NUMBER:.........1910-002 P (4) CITY / PLACE CODE:

3 - NORTHEAST (5) INVENTORY ROUTE:................(205) NPS REGION:........................ 1 6 1 00010 0

(206) ROUTE CODE NUMBER:.......10 (6) FEATURES INTERSECTED:.......... KROMA KILL

(207) ROAD SECTION NO:............. (7) FACILITY CARRIED:...................... ENTRANCE ROAD

(208) NPS ROAD CLASS:............... 1 - PRINCIPAL PARK ROAD (8) STATE STRUCTURE NO:.............. 1910002P0000000

(209) WITHIN NPS BNDRY?:.......... Yes (9) LOCATION:..................................... 6.0 MILES FROM VISITOR CENTER

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

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