A04-SOW-Revised.pdf

Remove and Replace Decking for Wire Road Bridge

Scope of Work

Structure Number 6370-001S is a 5-panel Pratt Pony Truss bridge constructed in 1920. Work consists of cleaning debris from the bridge, removal and disposal of all exiting deck runners, decking, stringers, and fasteners; removal and salvage of all stringer clamps of a historic bridge that is approximately 960 square feet; installation of salvaged stringer clamps; installation of contractor supplied stringers, lag bolts, decking, fasteners, and deck runners; clean up of work site; and provide a 1 year warranty on workmanship. Project must be completed within 90 days of the start date agreed upon by the NPS Project Manager and Contractor.

Specifications: Wire Road Bridge Decking Repairs

SECTION 1 WIRE ROAD BRIDGE DECKING REPAIRS

PART 1: GENERAL

1.1 Scope of Work

Work consists of cleaning debris from the bridge; removal and disposal of all exiting deck runners, decking, stringers, and fasteners; removal and salvage of all stringer clamps of a historic bridge that is approximately 960 square feet; installation of salvaged stringer clamps; installation of contractor supplied stringers, lag bolts, decking, fasteners, and deck runners; clean up of work site; and provide a 1 year warranty on workmanship. Project must be completed within 90 days of Notice to Proceed.

1.2 Reference Standards

A. A1 – Plan Views of Wire Road Bridge and Specifications B. A2 – Close Up of Longitudinal Timber Deck Runners C. A3 – Close Up of Transverse Timber Deck Planks D. A4 – Close Up of Stringers E. A5 – Close Up of Top and Bottom Views F. A6 – Section of Bridge

PART 2: MATERIALS

The contractor is responsible for providing all materials including the following.

2.1 Bridge Timber

This work consists of furnishing, preparing, delivering, unloading, stacking, and covering structural bridge stringers and deck planking for use in a 5-panel Pratt Pony Truss bridge constructed in 1920 with an operating load of 3 tons. Materials will be delivered to the bridge site via a rough gravel road at Wilson’s Creek National Battlefield, 6424 West Farm Road 182, Republic, Missouri 65738.

General. Furnish structural grade stringers and decking in the following dimensions and quantities.

Item Dimension Quantity

Stringer: 3” x 12” x 16’ 44

Deck planks: 3” x 6” x 16’ 123

Deck planks: 2” x 12” x 16’ 67

Wood material shall consist of air dried, rough sawn, Oak (red or white). The material shall not contain any bark, splits, rot, insect infestation marks, or knots over two inches in diameter and no closer together than two feet. Green lumber cut to the specified dimensions will be accepted as long as it meets the other specifications (i.e. white or red oak, no bark, splits, rot, insect infestation marks, or knots over two inches in diameter and no closer together than two feet).

The National Park Service (NPS) Project Manager will inspect all timbers and reject questionable timbers upon delivery. Upon delivery materials must be stacked and protected from the weather.

OR

Wood material shall consist of S4S Southern Yellow Pine Number 1 or better that conforms to the design values from AASHTO LRFD Bridge Design Specifications Table 8.4.1.1.4-1.

Pressure treat all lumber in accordance with AWPA Standard U1-16, use category UC4B, for waterborne copper based solution or suspensions that do not contain arsenic and/or chromium compounds. Obtain all timber from a single approved source.

PART 3: CONTRUCTION

3.1 National Park Service Responsibilities

A. Providing access and project oversight during the work hours of 7:30am to 4:15pm. No work may be scheduled on Federal Holidays or weekends without the approval of the project manager. The National Park Service Project Manager is Shawn Pearce. Shawn can be reached at the following numbers.

417-732-2662 ext. 287 417-299-4680 (cell) 417-732-1167 (fax) B. Installing barricades and signage to limit visitor access.

C. Payment for work following a final inspection and approval of the work.

3.2 Contractor Responsibilities

A. Maintaining National Park Service (NPS) installed barricades.

B. Ensuring the safety of visitors and employees in the project area.

C. Supplying all materials and any machinery, power (no utilities available on site), tools, and insurance needed to perform the work.

D. Meeting fall protection regulations and other applicable Federal and State regulations.

E. Maintaining stability of the structure at all times by not removing more than a third of the structure at a time. The contractor should also work in an organized fashion, demolishing and repairing one section of the bridge before moving on to another.

F. Removing and disposing of existing top runners, decking, stringers, and fasteners.

Salvaging stringer clamps for reuse.

G. Keeping the work area clean and organized. All debris shall be removed from the site daily. Disposal of debris on Government property will not be permitted. Contractor is required to recycle the wood removed from the bridge, the wood that is on the bridge has not been treated. The contractor is required to furnish all permits required for the hauling and disposal of all debris and to comply with all local and state regulations. Final cleanup will include the removal of all tools, equipment, surplus materials and rubbish. At time of final inspection, the project area shall be thoroughly clean and ready for use. Cleanup will include using a magnet sweep to remove all nails that have been dropped around the job site.

H. Protection of the bridge and nearby landscape. The Contractor shall take all necessary measures to provide protection for all plants, shrubs, trees, walks, roads, alleys and any other landscape features near the work site. Vehicle traffic other than working vehicles is prohibited and those will be kept at a bare minimum.

I. Installing contractor supplied stringers, decking, top runners, salvaged clamps, and fasteners. Stringers will be fastened with existing clamps and lag bolts supplied by the contractor. Lag bolts should be ½” in diameter, 4” in length, galvanized hot dipped.

Decking and runners are to be nailed with 60d nails (6” bridge spikes), bright finish, galvanized will be accepted unless treated lumber is used, then use hot dipped galvanized fasteners. The decking should be nailed with two nails approximately 6 inches from the ends to prevent splitting, and at least two nails every 24” thereafter. Pre-drilling of deck timbers and runners is encouraged but not required. Decking timbers and top runner planks are to be placed with no spacing between the boards.

J. Lap interior stringers to take bearing over the full width of the floor beam or cap at each end. Separate the lapped ends of untreated stringers by at least 1/2 inch for air circulation.

Securely fasten the lapped ends with lag bolts and salvaged stringer clamps.

K. The first layer of decking shall consist of a single thickness of decking planks supported on stringers. Lay the decking planks heart side down with 1/4 inch space between them for seasoned material and with tight joints for unseasoned material. Spike each plank securely to each stringer. Carefully grade the planks as to thickness and lay so that no 2 adjacent planks vary in thickness by more than 1/16 inch.

L. The second layer of decking shall be laid parallel to the centerline of roadway. Securely fasten each floor piece to the lower layer. Stagger joints at least 3 feet. Use special care to securely fasten the ends of the flooring. Bevel the ends of top layer members at each end of the structure.

M. Clean up of the worksite.

N. Provide a 1 year warranty on workmanship and provide the product within 90 days of the start date agreed upon by the NPS Project Manager and the Contractor.

P lan V iew of D eck T im bers f

60' ----------------.J r

14' n 16' 12' lan V iew ·ofR unners It-so' r

16' j

L lan' V iew of S tringers

1 6 u

r. '-a~75' r f

16' 1'-8.7' --r

S cale: 1"= 15' o 7.5

30 F eet

. 'esigned .by;

IT

itle:

'D ate:

P la n

V ie w s o f W ire

R oad B ridge W ilso n

's C re e k

C hecked by:

P roject N o.:

and

N ational B attlefield' S heetN o,:

S pecifications

IScale:

CLOSE UP OF STRINGERS

APPROXIMATELY 40 STRINGERS AT 3" x 12" x 16'

12'

2 ' 10'

No Spacing Between Planks t-2"-

1 '-9.50"

. t

. J 1 '-9.50" �

16' . t V l 1'-10.75" t Scale: 1 "= 5'

0 2.5 5 10Feet

Designed by: Title: Date:

Wire Road Bridge Wilson's Creek Checked by: Project No.:

National Battlefield Sheet No.:

Scale:

A4

I I I I I I I I I I I I I I I 111111111111111

TOP VIEW

Deck Timber� �ti I ;I I� 111�1 l I I I II= 111=1 l=I I= I[= 11 l=i, ====i===(3" X 6" X 16) ===t, I Stringer

(3" X 12" X 16')

Deck Runners �I I : : ' (2" x 12" x 16') j \_I

Top Chord I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 'I

BOTTOM VIEW

11 I I I I I I I I I I I I I I I I I I I I : : I : : : I I I I I I I I I I I I I I I I I : : : I : : : I I 11 Stringer (3" X 12" X16')

Deck Timbers 1 1 (3" X 6" X 16')

Bottom Chord I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11

Designed by:

Scale: 1 "= 5'

Title:

Close up of Top and Bottom Views

0 2.5 5

Checked by:

10Feet Scale:

Wire Road Bridge

Wilson's Creek National Battlefield

Date:

Project No.:

Sheet No.:

A5

>-- 2'

1' 1-f d 1'-5.00" 1'

Section of Wire Road Bridge Scale: 1 "= 2'

0 1 2 4 Feet

-l 1'-9.50" 1-

I

16'

12'

Designed by: !Title:

Checked by:

Scale:

1'-8.75"

L Deck Runners (2" X 12" X 16')

Deck Timbers (3" X 6" X 16')

,_ ______ Stringer

(3" X 12" X 16')

Bottom Chord

Section of Bridge !Date:

Project No.:

Wire Road Bridge Sheet No.:

Wilson's Creek National Battlefield A6

PHOTOGRAPHS

WIRE ROAD TRUSS BRIDGE

BRIDGE INSPECTION REPORT

WIRE ROAD TRUSS BRIDGE

WIRE ROAD OVER WILSON'S CREEK

WILSON'S CREEK NATIONAL BATTLEFIELD

LS

STRUCTURE NO. 6370-001S

INSPECTION TYPE: ROUTINE

INSPECTION DATE: 5/13/14

Report prepared by: WU

Federal Highway Administration Federal Lands Bridge Office Bridge Inspection and Management Program 21400 Ridgetop Circle Sterling, Virginia 20166 http://www.efl.fhwa.dot.gov/FLHBO/BIP http://www.efl.fhwa.dot.gov/FLHBO/BIP

STRUCTURE SUMMARY STRUCTURE NO. 6370-001S

WIRE ROAD TRUSS BRIDGE INSPECTION DATE: 5/13/14

BRIDGE IDENTIFICATION AND DESCRIPTION

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

MAIN SPAN TYPE: ............... TRUSS - THRU NO. OF APPR. SPANS:

# OF BEAMS, MAIN SPAN: .. 2 STRUCT. TOTAL LENGTH: .. 61.0 FT (18.6 M)

DECK TYPE: ......................... WOOD OR TIMBER MAX. SPAN LENGTH: .......... 60.0 FT (18.3 M)

WEARING SURFACE: .......... WOOD OR TIMBER DECK WIDTH: ...................... 14.0 FT (4.3 M)

ABUT. FOUNDATIONS: ........ SPREAD FTG ON BEARING MAT'L CURB TO CURB WIDTH: ..... 14.0 FT (4.3 M)

PIER FOUNDATION(S): ........ N/A YEAR BUILT:

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

PROJ./PLAN REF. NO: ......... 0000 / NONE SKEW ANGLE: ..................... 0 °

NPS ROAD CLASS: .............. 6 - RESTRICTED FRACTURE CRITICAL: ........ YES

STRUCTURE HISTORY: ...... 1989-STRUCTURE REPAINTED. 1995-DECK & STRINGERS REPLACED. 2000-S ABUTMENT

REPAIRED; D/S WINGWALL ADDED. 2003-RUNNING PLANKS ADDED. 2004, 2010-DECK &

LOCATION

WILSON'S CREEK NATIONAL BATTLEFIELD MILE POINT: ..................... 0.00 (KM PT 0.00)

STATE: ................................. MISSOURI LOCATION: 0.5 MILES FROM TOUR ROAD. PARK AT INTERPRETIVE SITE, W ALK DOW N TRAIL TO W IRE FACILITY CARRIED: ............ WIRE ROAD

ROAD. TURN LEFT, PROCEED TO BRIDGE.

FEATURE INTERSECTED: .. WILSON'S CREEK

STRUCTURE EVALUATION SUMMARY

This historic steel truss bridge is in fair condition overall. The structure is currently accessible only to park vehicles, horses, and pedestrians. It should be noted that the bridge is currently posted for a 3 ton load limit.

Since the previous inspection, bolts have been placed in missing rivet holes along the top cover plate for the southwest portal end post; however, there is still one rivet missing along the top cover plate in the east truss near U4.

In addition, the steel cable railing system has been tightened and some of the hardware for the railing system has been replaced since the previous inspection.

The main problems with the bridge include paint deterioration and spot rusting of the structural steel; damage to various steel superstructure elements, including bent or deformed truss members and floor beams; and missing spacers between eyebars at several lower chord connections. Other problems include ongoing scour and bank erosion, with the south abutment footing now exposed for its entire length. It should also be noted that the steel cable railing system is inadequate to safely redirect pedestrians, equestrian traffic, or vehicles, and the bearing assemblies are covered by gravel and dirt.

Corrective measures should be taken as outlined in this report to prevent the possible development of more serious or costly problems in the future. Due to the limited traffic on the bridge, extensive structural repairs to the trusses are not deemed necessary at this time, although the condition of these elements will continue to be monitored.

INSPECTION TEAM: M. BURNETT, C. VAUGHAN (VOLKERT, INC.)

CONDITION ASSESSMENT:

MATT BURNETT, FIELD TEAM LEADER

REPORT REVIEW :

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

REPORT APPROVAL: DATE: 9/18/14

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

FIELD INSPECTION REPORT STRUCTURE NO. 6370-001S

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 section loss present in critical structural components or obvious vertical or horizontal movement affecting structure stability. Structure is closed to traffic but corrective action may return structure to light service.

FAILED CONDITION - out of service; beyond corrective action.

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

NOT APPLICABLE

EXCELLENT CONDITION

VERY GOOD CONDITION - no problems noted.

GOOD CONDITION - some minor problems.

SATISFACTORY CONDITION - structural elements show some minor deterioration.

FAIR CONDITION - all primary structural elements are sound but may have minor section loss, cracking, spalling, or scour.

POOR CONDITION - advanced section loss, deterioration, spalling, or scour.

N

58. DECK

ITEM REFERENCE AND REMARKS

OTHER

ALIGNMENT

DEFLECTION AND/OR VIBRATION

FASCIA(E)

DIAPHRAGMS AND BRACING

TRUSSES

FLOOR BEAMS AND STRINGERS

ARCH(ES) OR SLAB(S)

GIRDERS OR BEAMS

BEARING DEVICES

59. SUPERSTRUCTURE

OTHER

DEFLECTION AND/OR VIBRATION

UTILITIES

DRAINS AND DRAINAGE

PARAPETS AND/OR RAILINGS

CURBS, SIDEWALKS, AND MEDIAN

RIDEABILITY

WEARING SURFACE

EXPANSION JOINTS

DECK SLAB

OTHER

SETTLEMENT OR DEFLECTION

EROSION AND/OR SCOUR

FOUNDATIONS

CAPS AND/OR BEARING SEATS

PILE BENTS

WALLS AND/OR COLUMNS

PIER(S)

OTHER

SLOPE PROTECTION

SETTLEMENT OR DEFLECTION

EROSION AND/OR SCOUR

EXPANSION JOINTS

WEEP HOLES

WINGWALLS

FOUNDATIONS

BACKWALLS AND/OR BULKHEADS

CAPS AND/OR BEARING SEATS

PILE BENTS

BREASTWALLS OR COLUMNS

ABUTMENTS

60. SUBSTRUCTURE

1.

10.

2.

3.

4.

5.

6.

7.

8.

9.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

PAINT

11.

F N N G F F P N G

N G

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

N N N N N N N

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

12.

13.

14.

15.

16.

17.

18.

19.

58.1 MINOR CHECKING OF TIMBER DECK PLANKS.

58.3 MINOR CHECKING THROUGHOUT LONGITUDINAL TIMBER RUNNER

PLANKS. MINOR SPOT DECAY IN SEVERAL LOCATIONS.

58.6 RAILINGS CONSIST OF TWO STEEL CABLES SUSPENDED ALONG

LENGTH OF STRUCTURE ON EACH SIDE. CABLES HAVE BEEN

TIGHTENED AND DAMAGED HARDWARE HAS BEEN REPLACED

SINCE PREVIOUS INSPECTION.

59.1 ANCHOR BOLT NUTS ARE NOT FULLY SEATED. HEAVY GRAVEL

AND DEBRIS ACCUMULATION ON BEARING ASSEMBLIES.

59.4 ALL FLOOR BEAMS HAVE DISTORTION (TWISTED / BENT) FROM

PREVIOUS FLOOD DAMAGE.

MINOR CHECKING OF TIMBER STRINGERS.

59.5 BOTTOM CHORD: EYEBARS ARE DISTORTED OR LOOSE IN

SEVERAL LOCATIONS; SPACERS BETWEEN BARS ARE MISSING AT

SEVERAL CONNECTIONS. MINOR BUCKLING OF TRUSS LATTICE

BRACING IN SEVERAL LOCATIONS. COVER PLATES FOR PORTAL

END POSTS AND AT U4 OF BOTH TRUSSES, AND AT SEVERAL

OTHER LOCATIONS ARE DEFORMED DUE TO PREVIOUS PACK

RUST. BOTTOM CHORD PINS AT L3 AND L4 ARE DISTORTED.

WEST TRUSS: RIVETS WITH MISSING HEADS ON SOUTH PORTAL

END POSTS HAVE BEEN REPLACED WITH BOLTS SINCE PREVIOUS

INSPECTION. MINOR DISTORTION OF DIAGONAL MEMBER U4-L3.

ONE LOOSE AND ONE MISSING BOLT FOR COVER PLATE AT U4.

DISTORTED CONNECTION PLATE AT U4; 1/4" GAP BETWEEN PLATE

AND PIN NUT.

EAST TRUSS: VERTICAL MEMBER U1-L1 IS DISTORTED. MINOR

DISTORTION OF DIAGONAL MEMBER U3-L4. MINOR DISTORTION OF

DIAGONAL MEMBERS U1-L0 AND U3-U4 (EXTERIOR).

LICHENS GROWING ON TOP CHORD OF BOTH TRUSSES AND ON

SEVERAL DIAGONAL MEMBERS.

F G N P G N

N

N

G

G

FIELD INSPECTION REPORT STRUCTURE NO. 6370-001S

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 PROTECTION3.

EROSION AND/OR SCOUR2.

ALIGNMENT1.

61. CHANNEL 6

G F F G N

MED

INSUFF

6 FT.

SILT, STONES

222. APPROACHES 7

OTHER 9.

ALIGNMENT 8.

SIGNS7.

SETTLEMENT 6.

EROSION5.

SURFACING4.

APPROACH GUARDRAIL 3.

2. RELIEF JOINTS

APPROACH SLABS1. N

N N N G P G G N

223. RETAINING WALL N

OTHER 6.

SETTLEMENT OR DEFLECTION5.

EROSION AND/OR SCOUR4.

FOUNDATION3.

WEEP HOLES2.

1. WALL

36. TRAFFIC AND SAFETY FEATURES

APPROACH GUARDRAIL ENDSD.

APPROACH GUARDRAILSC.

TRANSITIONSB.

BRIDGE RAILINGSA. 0

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.

59.6 LATERAL BRACING IS DISTORTED IN SEVERAL LOCATIONS.

59.7 PEELING OF PAINT THROUGHOUT STRUCTURAL STEEL; PAINT IS

GENERALLY THIN. MINOR SPOT RUSTING IN SEVERAL AREAS.

60.1,3 WIDESPREAD MODERATE HONEYCOMBING AND SCALING

THROUGHOUT ABUTMENT BREASTWALLS. MINOR SPALLING ON

UPPER PORTION OF NORTH BREASTWALL, EAST SIDE, IN FRONT

OF BEARING. MINOR CRACKING WITH EFFLORESCENCE ON NORTH

BREASTWALL, WEST SIDE.

60.1,9,11 LOWER PORTION OF SOUTH ABUTMENT BREASTWALL REPAIRED

AND SOUTHEAST WINGWALL CONSTRUCTED IN 2000; CONCRETE

REPAIR SERVES AS SCOUR COUNTERMEASURE.

SOUTH ABUTMENT FOOTING EXPOSED FULL WIDTH (10" H TO 26"

H); NO UNDERMINING PRESENT. UNDERMINING AT CENTER OF

NORTH ABUTMENT MEASURES 5" D X 6' L.

60.3 MINOR SPALLING OF BEARING SEATS. HEAVY SOIL AND GRAVEL

ACCUMULATION ON BEARING SEATS.

60.11 STACKED ROCK SLOPE PROTECTION AT SOUTHWEST WINGWALL.

61.2,3 PREVIOUSLY SCOURED / ERODED AREA ON SOUTH BANK,

UPSTREAM SIDE, HAS BEEN REPAIRED WITH RIPRAP; ADDITIONAL

LARGE RIPRAP IS NEEDED. NUMEROUS TREES PARTIALLY

UNDERMINED ALONG CHANNEL BANKS.

61.6 FLOOD WATER ELEVATION IS ABOVE DECK.

222.5,6 MINOR SETTLEMENT OF NORTH APPROACH; 2" AT SOUTH

APPROACH. UP TO 8" DROP-OFF AT BRIDGE CORNERS DUE TO

EROSION; MORE SEVERE AT SOUTHWEST AND NORTHWEST

CORNERS.

222.7 "WEIGHT LIMIT 3 TONS" SIGN AT BOTH APPROACHES. HEALTH

ADVISORY SIGNS AT NORTHEAST AND SOUTHEAST CORNERS.

36.A CABLE RAIL SYSTEM DOES NOT MEET CURRENT SAFETY

STANDARDS.

STRUCTURE LOAD RATING STRUCTURE NO. 6370-001S

TRUCK TYPE

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

TONS METRIC TONS TONS METRIC TONS

H 2 2 3 3

HS 2 2 4 4

TYPE 3 2 2 4 4

TYPE 3S2 3 3 5 5

TYPE 3-3 4 4 7 6

DESIGN LOADING: UNKNOWN

CAPACITY MEETS OR EXCEEDS DESIGN LOAD

X CAPACITY IS LESS THAN DESIGN LOAD

ORIGINAL LOAD RATING CALCULATION APPLICABLE

X ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION: 5/78

LOAD RATING CONTROLLED BY: MOMENT CAPACITY OF STRINGERS

REMARKS: LOAD RATING HAS BEEN LOWERED DUE TO DAMAGE TO TRUSS PINS. BRIDGE IS POSTED FOR 3 TON

LOAD LIMIT.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 6370-001S

STRUCTURE IDENTIFICATION

(201) PARK: WILSON'S CREEK NATIONAL BATTLEFIELD (1) STATE: ....................................... 297 - MISSOURI (MO)

(202) STRUCTURE NAME: .......... WIRE ROAD TRUSS BRIDGE (2) STATE HWY. AGENCY DIST:

(203) STRUCTURE KIND: ............ 1 - BRIDGE (3) COUNTY CODE: ........................ 077 - GREENE

(204) STRUCTURE NUMBER: ..... 6370-001S (4) CITY/PLACE CODE:

(205) NPS REGION: .................... 5 - MIDWEST (5) INVENTORY ROUTE:

(206) ROUTE CODE NUMBER: ... 134 (6) FEATURES INTERSECTED:....... WILSON'S CREEK

(207) ROAD SECTION NO: .......... 001S (7) FACILITY CARRIED: .................. WIRE ROAD

(208) NPS ROAD CLASS: ............ 6 - RESTRICTED (8) STATE STRUCTURE NO: .......... 6370001S0000000

(209) WITHIN NPS BNDRY?: ....... YES (9) LOCATION: ................................ 0.5 MILES FROM TOUR ROAD

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

(211) PROJECT NO(S): ................ 0000 (11) MILE POINT: ............................. 0.00 (KM PT 0.00)

(212) DRAWING NUMBERS: ....... NONE (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

10 - TRUSS - THRU

60.0 FT (18.3 M)

61.0 FT (18.6 M)

2 - SPREAD FTG ON BEARING MAT'L

2 - SPREAD FTG ON BEARING MAT'L

6 - N/A

6 - N/A

8 - WOOD OR TIMBER

(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: .. 7 - WOOD OR TIMBER

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

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

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

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 0 - UNKNOWN (41) LOAD RESTRICTION: ......... P - POSTED FOR LOAD

(66) INVENTORY RATING: ...... 2.5 TONS (2.2 METRIC TONS) (70) BRIDGE POSTING: .............. 0 - POSTING REQUIRED

(64) OPERATING RATING: ...... 4.1 TONS (3.8 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 5/14 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

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

INSP. EVERY: 24 MONTHS - LAST INSP. : 5/14 (220) SPECIAL STUDY TYPE: 0 - NONE

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

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

(C) SPECIAL INSPECTION: .. NO

INSP. EVERY: MONTHS - LAST INSP. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 6370-001S

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 37°06'06.10" (51) CURB TO CURB WIDTH: ........... 14.0 FT (4.3 M)

(17) LONGITUDE: ......................... 93°24'24.70" (52) DECK WIDTH: ............................ 14.0 FT (4.3 M)

(19) DETOUR LENGTH: ............... 1 MI (2 KM) (32) APPR. ROADWAY WIDTH: ........ 14.0 FT (4.3 M)

(28A) LANES ON STRUCT: .......... 01 (213) APPR. PAVEMENT WIDTH: ..... 14.0 FT (4.3 M)

(28B) LANES UNDER STRUCT: ... 00 LEFT SHOULDER: .................. 0.0 FT (0.0 M)

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

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

(29) AVG. DAILY TRAFFIC: .......... 5 (34) SKEW ANGLE: ............................ 0 °

(30) YEAR OF ADT: ...................... 2014 (35) DECK FLARE?: ........................... NO

(114) FUTURE ADT: ..................... 6 (47) TOTAL HORIZ. CLEARANCE: .... 14.0 FT (4.3 M)

(115) YEAR OF FUTURE ADT: ..... 2034 (50) SIDEWALKS:

(101) PARALLEL STRUCTURE: ... N - NONE LEFT : ...................................... 0.0 FT (0.0 M)

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

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

(40) HORIZ. CLEARANCE: ........... 0.0 FT (0.0 M) RAIL CONFIGURATION: ......... 0 - N/A

(111) ABUT. OR PIER PROT: ....... 1 - NAV PROTECTION NOT REQUIRED MATERIAL: .............................. 0 - N/A

DESIGN TYPE: ........................ 0 - N/A

LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 0.0 FT (0.0 M) (215) BRIDGE RAIL HEIGHT: ............ 0.00 FT (0.00 M)

(56) LEFT: ......................... 0.0 FT (0.0 M) (53) MIN. VRT. CLEAR. OVER DECK: 99.99 FT (99.99 M)

(54) MIN. VRT. UNDERCLEARANCE: 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: .............. 35 - GENERAL REHAB

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

(76) IMPROVEMENT LENGTH: .. 60.0 FT (18.3 M)

(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

4 - Stable; action required to pro

3 - CONSTRUCTION

C - MODERATE

$24,000

$0

$60,000

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

1989-STRUCTURE REPAINTED. 1995-DECK & STRINGERS REPLACED. 2000-S ABUTMENT REPAIRED; D/S WINGWALL ADDED.

2003-RUNNING PLANKS ADDED. 2004, 2010-DECK & STRINGERS REPLACED.

(231) ADDITIONAL CONSIDERATIONS:

ROAD IS SIGNED FOR PEDESTRIANS, HORSES, AND PARK VEHICLES ONLY.

(330) ADDITIONAL CONFIG. INFO.:

http:93�24'24.70 http:37�06'06.10

APPENDIX STRUCTURE NO. 6370-001S

PHOTOGRAPHS STRUCTURE NO. 6370-001S

PHOTO #1 - LOOKING NORTH TOWARD PULASKI ARKANSAS BATTERY

FLOW

PHOTO #2 - EAST (DOWNSTREAM) SIDE

PHOTO #3 - GENERAL TOP SIDE VIEW LOOKING NORTH

PHOTO #4 - GENERAL UNDERSIDE VIEW LOOKING SOUTH

PHOTO #5 - GENERAL VIEW OF TIMBER RUNNER PLANKS ON DECK;

NOTE CHECKING OF TIMBER

PHOTO #6 - GENERAL VIEW OF WEST TRUSS; NOTE STEEL RAIL

CABLES HAVE BEEN TIGHTENED SINCE PREVIOUS INSPECTION

PHOTO #7 - UNDERSIDE OF NORTHWEST PORTAL END POST; NOTE

PAINT DETERIORATION

PHOTO #8 - TYPICAL BUCKLING OF TRUSS COVER PLATES;

SOUTHEAST PORTAL END POST SHOWN

PHOTO #9 - TYPICAL BUCKLING OF TRUSS COVER PLATES;

SOUTHWEST PORTAL END POST SHOWN

PHOTO #10 - TYPICAL PAINT DETERIORATION, TOP CHORD OF EAST

TRUSS SHOWN

PHOTO #11 - TYPICAL PAINT DETERIORATION OF, U2 CONNECTION OF

WEST TRUSS SHOWN

PHOTO #12 - DISTORTED U1-L1 VERTICAL MEMBER FOR EAST TRUSS

PHOTO #13 - TYPICAL DISTORTED TRUSS DIAGONAL MEMBER,

DIAGONAL MEMBER IN WEST TRUSS SHOWN

PHOTO #14 - MISSING RIVET FROM TOP CHORD AT U4 CONNECTION

OF WEST TRUSS

PHOTO #15 - RIVETS HAVE BEEN REPLACED WITH BOLTS ALONG TOP

OF SOUTHWEST PORTAL END POST SINCE PREVIOUS INSPECTION

PHOTO #16 - TYPICAL TRUSS CONNECTION, L1 CONNECTION FOR

EAST TRUSS SHOWN

PHOTO #17 - TYPICAL PIN DISTORTION, L4 CONNECTION FOR EAST

TRUSS SHOWN

PHOTO #18 - STEEL CABLE RAILING HAS BEEN TIGHTENED SINCE

PREVIOUS INSPECTION

PHOTO #19 - TYPICAL EROSION AT BRIDGE CORNERS, NORTHWEST

CORNER SHOWN; NOTE GRAVEL MIGRATION ON BEARING

ASSEMBLIES

PHOTO #20 - POSTING AND SIGNAGE AT SOUTH APPROACH

PHOTO #21 - TYPICAL DEBRIS ACCUMULATION ON BEARING

ASSEMBLIES, SOUTHEAST BEARING ASSEMBLY SHOWN; NOTE

TYPICAL ANCHOR NUT NOT FULLY SEATED

PHOTO #22 - GENERAL VIEW OF SOUTH ABUTMENT

PHOTO #23 - FOOTING EXPOSED AT SOUTH ABUTMENT FOR FULL

LENGTH

PHOTO #24 - GENERAL VIEW OF NORTH ABUTMENT; NOTE

UNDERMINING

PHOTO #25 - FLOOD DEBRIS LODGED ON FLOOR BEAMS AND BRACING

PHOTO #26 - TYPICAL EROSION OF CHANNEL BANKS, NORTH

UPSTREAM CHANNEL BANK SHOWN; NOTE EXPOSED TREE ROOTS

PHOTO #27 - UPSTREAM CHANNEL

PHOTO #28 - DOWNSTREAM CHANNEL

Wire Road Truss Bridge Report 5-13-2014