General Information · L3/L4: Forge mark and 20% SL in interior eyebar at L4 (Photo 3) Bullet hole in exterior eyebar (Photo 4) L4/L5: 10% SL in interior and exterior eyebars at L5

2

General Information

County: Boone Bridge Number: 3850011

Facility Carried: Burnett School Road Feature Intersected: Cedar Creek

Average Daily Traffic: 50 Number of Lanes: 1

Roadway Width: 17’-1” Load Posting: 3 Tons

Center to Center of Trusses: 13’-9” Inspected Span Length: 146’

Inspectors: Team Leader: Aaron McVicker Affiliation: SKW

Gary Strack

Dustin Berry

Date of Inspection: June 26, 2013

The inspection was performed using an extension ladder to complete the visual inspection of

overhead members and connections.

Bridge and Member Layout

Bridge 3850011 has a main single span steel thru-truss spanning 95’ with two girder and stringer

spans, each approximately 25’ at the north end of the bridge. The structure was constructed in

1910. Truss members are labeled using the joint numbers from top and bottom chord (i.e. U2 to

L3 for member that runs from the upper chord to lower chord, see sketches on the following page

for illustration) starting with L0 and U1 on the south and increasing to the north. The north end

of the bridge is in Boone County while the south end is in Callaway County.

The bottom chords are in tension as well as some of the diagonals. The vertical members are in

both tension and compression depending on loading. The top chord is in compression while the

floor beams are in bending. The stringers are in bending and are not fracture critical.

Dimensions for each member are included as Appendix A.

The bottom chord of the main truss consists of two rectangular eyebars connected with pins at

joint locations. The floor beams are 12” deep “S” shapes with a plate welded to the bottom

flange and run perpendicular to the roadway at truss joint locations. They are riveted to clip

angles connecting to the vertical member, while a single pin connects the vertical, diagonal and

bottom chord members. Lower lateral cross braces consisting of round bars are riveted to the

floor beams aligned under the stringers.

All vertical members consist of one pair of channels with lattice plates on each side of the

member. The diagonal members of the truss designed for tensile forces include two rectangular

eyebars while other diagonals are a single round bar, all connected with pins at joint locations.

The top chord is made up of channels with lattice plates on the bottom and a continuous top

plate. All top chord connections are riveted to gusset plates which connect with the vertical

members and diagonal members through a single pin. The portal frames and lateral bracing

consist of various configurations of angles, channels, and riveted connections. The wind bracing

consists of round bars and riveted connections to the continuous top plate of the top chord.

3

The stringers run parallel to the roadway between floor beams and are made up of eleven interior

“I” shapes and two exterior channel shapes riveted to the top flange of the floor beams. Three of

the eleven stringers were added in a rehabilitation project in 1991. The stringers are not

continuous and span from floor beam to floor beam. They are laterally braced with ¾” rebar

welded transversely to the top flanges at each truss panel point and midpoint.

The main span bearing at the south abutment (End Bent 1) is encased in concrete, effectively

making it a fixed bearing and the bearing at Pier 2 consists of a fixed bearing plate assembly

bolted to the concrete pier cap. The multi-girder approach spans are bolted and/or welded at their

respective bearings on Piers 2 and 3 and End Bent 4. Pier 3 and End Bent 4 consist of built up

column members with steel “I” shaped cap beams. End Bent 4 consists of a wood plank back

wall. The entire length of the bridge has a timber deck.

The construction of the two multi-girder spans on the north end consists of eight “I” shaped

girders with two of them being added in the rehabilitation project. Span 2 is 24’6” and Span 3 is

25’2”. The girders are laterally braced with ¾” rebar welded transversely to the top flanges and

3”x3”x3/16” angles welded transversely to the bottom flanges at 6’ spacing.

Bottom of Main Truss - Plan View

Main Truss - Elevation View

4

Fracture Critical Member Information The fractural critical members are the floor beams, bottom chord members, top chord members

and diagonal tension members (U1/L2, U2/L3, U4/L3, and U5/L4).

Method of Cleaning

Vines, dirt and debris were removed from the structural members using loppers, a broom, rock

hammer, wire brush and shovel. Surface rust was scrubbed for crack inspection. Dye penetrant

was sprayed on areas where crack or imperfection lengths needed clarification.

Methods of Inspection

All fracture critical members were inspected by walking the deck for lower chord members and

using an extension ladder for top chord members. Floor beams, stringers, and approach spans

were inspected from the underside of the bridge using a ladder and a spot light.

Inspection Results

Fracture critical component observations:

The floor beams throughout the structure were in overall good condition with surface

rust, flaking, and overall 10% section loss (SL). The added cover plates are in good

condition as well. Photo 1 is a representative photo of the floor beam conditions.

Various degrees of pack rust developed in several locations along the bottom chord and

connections.

The bottom chord is in poor condition overall with surface rust throughout, pack rust at

the connections, and some section loss and other specific deformations as follows:

o West Truss

L0/L1: 20% SL in exterior eyebar at L1 (Photo 2)

L1/L2: 20% SL in interior eyebar at L1

L3/L4: Forge mark and 20% SL in interior eyebar at L4 (Photo 3)

Bullet hole in exterior eyebar (Photo 4)

L4/L5: 10% SL in interior and exterior eyebars at L5

L5/L6: 30% SL in interior and exterior eyebars at L5

o East Truss

L0/L1: 50% SL in exterior eyebar and 25% SL in interior eyebar at L1

(Photo 5)

L1/L2: 20% SL in exterior and interior eyebars at L2

5

L2/L3: 10% SL in exterior and interior eyebars at both L2 and L3

1.5” surface crack in interior eyebar (Photo 6)

L3/L4: 10% SL in exterior and interior eyebars at both L3 and L4


Bend in exterior eyebar (Photo 7)


Bend in both exterior and interior eyebars (Photo 8)

The pins connecting the bottom chord with the vertical members and diagonals are in fair

condition. Most of the pin collars are rusted through, surface rust is present, pitting, pack

rust limiting rotation, and the following specific areas of concern:

o West Truss:

L1: 20% SL

L5: 20% SL (Photo 9)

L6: 20% SL

o East Truss

L1: 20% SL

L4: 10% SL

L6: 20% SL

The top chord is in good condition overall with surface rust and minor pitting throughout

both the east and west trusses. The pinned connections along the top chord have no pack

rust and are in good condition. (Photo 10)

o The top chord member from U5 to L6 in west truss has a broken lattice bar.

The vertical members are in fair to poor condition overall surface rust, pitting, pack rust,

and the following locations of section loss:

o West Truss

U1/L1: 50% SL in channel webs and 10% in flanges (Photo 2)

U3/L3: 40% SL in channel webs and 10% in flanges


6

U5/L5: 50% SL in channel webs and 20% in flanges of interior channel

o East Truss


Two bent lattice at rail height

U2/L2: 20% SL in interior channel web and 10% in flanges of interior

channel

Two bent lattice bars near connection

U3/L3: 50% SL in channel webs and 20% in flanges (Photo 11)

Pack rust between vertical and exterior stringer

U4/L4: 50% SL in channel webs, 10% in exterior flanges, and 20% in

interior flanges

Bent lattice 6’ above connection

U5/L5: 40% SL in channel webs and 10% in flanges of interior channel

The diagonal members designed to be in tension are in overall poor condition with

surface rust, minor pitting, pack rust, and the following areas of concern:

o West Truss

U1/L2: 25% SL in interior and exterior eyebars at L2



o East Truss

U1/L2: 25% SL in interior eyebar at L2

Exterior eyebar has slack.


U4/L3: 50% SL in interior and exterior eyebars at L3 (Photo 11)


2.5”x0.5” delamination and groove, middle of exterior eyebar

(Photo 12)

7

The bearings are in overall good condition with surface rust and minor pitting, yielding

about a 10% general loss of section. (Photo 13) The bearing locations on the south are

encased in concrete, including the ends of the bottom chords. (Photo 14). Therefore,

visible inspection and assessment were not possible.

Both trusses are in good alignment vertically.

1) Floor Beam 1 representative of overall floor beam conditions.

8

2) L1 West truss; representative of section loss in eyebars.

3) L4 West truss; Defined forge mark.

9

4) L3/L4 West truss; Bullet hole in exterior eyebar.

5) L1 East truss; representative of section loss in eyebars.

10

6) L2/L3 East truss; Surface crack in interior eyebar.

7) L4/L5 East truss; Bend in exterior eyebar.

11

8) L5/L6 East truss; Bend in eyebars.

9) L5 West truss; representative of section loss in pins.

12

10) U1 East Truss; representative of top chord and connections.

11) L3 East Truss; 50% loss in diagonal to U4.

13

12) U5/L4 East truss; delamination and groove, middle of exterior eyebar.

13) L6 East truss; showing general condition of bearing locations.

14

14) South end of bridge bearing area encased in concrete.

Non-fracture critical component observations:

There are 11 Stringers (S) in each truss panel with a Channel (C) on each exterior. The

stringers range from good to very poor condition with all stringers in panels 2, 3, 4, 5,

and 6 (starting from the south end) in good condition with surface corrosion. The

stringers in these truss panels are assessed with 10% Section Loss due to this corrosion.

The stringers in truss panel 1 are encased in concrete at the south abutment and are in the

following condition (numbering is from west to east):

o S2, S4, S6, S8, S10, S12: 90% Section Loss(Photo 15)

o C1, S3, S5, S7, S9, S11, C13: 10% Section Loss due to minor surface corrosion

(Photo 16)

Lateral cross bracing between Floor Beams, under the stringers are in good general

condition with surface corrosion. In general, the braces connecting from southeast to

northwest have slack. (Photo 17)

Lateral cross bracing connecting the top chord is in overall good condition with minor

surface rust and pitting.

The diagonals from U3 to L4 and L2 are in good condition with minor surface rust and

pitting.

The concrete pier at intermediate bent 2 is in overall good condition.

15

The multi-girder approach spans 2 and 3 are in overall good condition. The girders have

overall surface rust and pitting with a 10% loss in section. Intermediate bent 3 and end

bent 4 are in good condition.

The wood deck is in good condition overall with minor deterioration of transverse planks.

The bridge rail is in good condition overall with minor surface rust and pitting. There is

no approach rail.

15) Representation of 90% deteriorated stringers in panel 1 of truss.

16) Representation of 10% deteriorated stringers in panel 1 of truss.

16

17) Showing slack in lateral from southeast to northwest.

Summary

This structure is in fair to poor condition overall with some areas that are in serious condition.

The superstructure truss connections show signs of minor to moderate surface rust, pitting and

pack rust with fracture critical members having areas up to 50% deterioration. Nearly all

connections have pack rust that has caused a range of section loss from 10% to 50% in the

eyebar eyes and connecting pins. Some of the stringers supporting the south panel timber deck

are severely deteriorated. The timber deck is in good condition along with the top chord. The

bottom chord interior and exterior eyebars have various degrees of section loss. Due to the

current condition of the structure at the time of inspection and our findings, we recommend the

superstructure rating remain at 3. The bearing locations on the south are not visible due to being

encased in concrete and the north bearings are in good condition. The piers and abutments are

overall in good condition. There is debris build up on Pier 2 and surface rust on Piers 3 and 4.

We recommend the substructure remain at a rating of 7.

The trusses were analyzed using a rating program called BRASS TRUSS. A 10% reduction in

overall member area was applied due to weathering and deterioration of the members over the

life of the structure as well as the additional reductions noted above. The program uses an HS20

vehicle to load rate each member of the truss system. Interior stringers and intermediate floor

beams were also load rated within the program. Output from the program and calculations are

included as Appendix B. The critical members in the main truss on both east and west truss

under an HS20 type loading are U4/L3 at 4 tons operating rating (3 ton posting limit), diagonal

members in panel 4 of each truss. These diagonal members control the load rating for both

17

trusses at 4 tons operating rating (3 tons posting limit) under Type 3 loading. This rating is

consistent with the current load posting of 3 tons.

After inspecting and performing a load rating analysis, it is our opinion this structure is nearing

the end of its service life within the next 5 to 7 years. Replacement of deteriorated stringers, pins,

vertical members and bottom chord members would potentially add a few years to the service

life of the structure. It is our opinion replacing the deteriorated stringers, pins, vertical members

and bottom chord members combined with the overall condition of the structure is not the most

economical approach.

Repair Recommendations

Replace the deteriorated stringers.

Replace/repair bottom chord members with greater than 25% section loss.

Replace/repair diagonal members with greater than 25% section loss.

We recommend the load posting remain at 3 tons with no change in the condition ratings as

indicated above.

Continue Fracture Critical Inspections at intervals not to exceed 24 months.

C.c. David Koenig, Alan Trampe – MoDOT

Derin Campbell, County Engineer – Boone County

\\le-project\Projects\800379-220\_Project Management\Reports\Inspection Report for Boone Bridge No. 3850011.docx

Appendix A

Member Dimensions

Appendix B

Load Rating Summary

boonefcb.OUT EDITING SYSTEM MODULE FOR BRIDGE LOAD RATING PROGRAM

RATINGED v/ 2.1; 7/9/1999

WYOMING DEPARTMENT OF TRANSPORTATION AND NEW YORK STATE DEPARTMENT OF TRANSPORTATION

DATE : 8/ 1/2013 TIME : 14:25:30

INPUT FILE NAME IS *** C:\BRASS\Truss\Examples\boonefcb.txt ***

************************************************************ REPRINT OF INPUT ************************************************************

3850011,SPANS, 0, 0, 1 3850011,BRIDGE, 1, 1, 0, 0, TRUSS, S, 2, 0, 1, 1, 1, UNKN 3850011,LOCATION, 1, 0, 0, 41, 0, S01 3850011,YEARS, 1910, 0, 1991, 0 3850011,STRESSES, 0, 0, 0, 0, 0, 0 3850011,COMMENTS, BOONE CO 3850011 OVER CEDAR CREEK 3850011,PAVEMENT, 13.66, 0 3850011,TIMBER DECK, 2.33, 3, 10, 0 3850011,SECONDARY MEMBER, LONGITUDINAL STRINGER, 15.5, 0, 0, 5, Y 3850011,CHANNEL STRINGER, FASCIA, 6, 2, 3850011,ROLLED STRINGER, INTERIOR, 6, 4, .25 3850011,SECONDARY MEMBER, TRANSVERSE, FLOORBEAM, 16, 0, 0, 0, 0, Y 3850011,ROLLED FLOORBEAM, INTERMEDIATE, 12, 5, 0.375, 0, 0, 6, 0.5 3850011,MAIN MEMBER, THRU, TRUSS, RIVETED, EITHER, PINNED, 18.0, 15.5 3850011,L00L01, EYEBAR, 0, 2, 2, 0.625 3850011,L00L01, EYEBAR, RUST, 38, 38, 38 3850011,L00U01, CBXO, 0, 12.0, 0.25, 6.0, 1.875, 0, 0, 12.0, 0.25, 3850011,L00U01, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,U01L01, CBXO, 0, 11.375, 0.25, 5.125, 1.75, 0, 0, 11.375, 0.25, 3850011,U01L01, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,L01L02, EYEBAR, 0, 2, 2, 0.625, 3850011,L01L02, EYEBAR, RUST, 20, 20, 20, 3850011,U01L02, EYEBAR, 0, 2, 2.0, 0.5,

Page 1

boonefcb.OUT 3850011,U01L02, EYEBAR, RUST, 13, 13, 13, 3850011,U01U02, CBXO, 0, 12.0, 0.25, 6.0, 1.875, 0, 0, 12.0, 0.25, 3850011,U01U02, CBXO, RUST, 10, 10, 10, 10, 10, 10, 10, 10, 3850011,U02L02, CBXO, 0, 11.375, 0.25, 5.125, 1.75, 0, 0, 11.375, 0.25, 3850011,U02L02, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,L02L03, EYEBAR, 0, 2, 2.5, 0.75, 3850011,L02L03, EYEBAR, RUST, 10, 10, 10, 3850011,L02U03, THREADED, 0, 1, 0.75, CUT 3850011,L02U03, THREADED, RUST, 10, 10, 3850011,U02L03, EYEBAR, 0, 2, 1.5, 0.5, 3850011,U02L03, EYEBAR, RUST, 30, 30, 30, 3850011,U02U03, CBXO, 0, 12.0, 0.25, 6.0, 1.875, 0, 0, 12.0, 0.25, 3850011,U02U03, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,U03L03, CBXO, 0, 11.375, 0.25, 5.125, 1.75, 0, 0, 11.375, 0.25, 3850011,U03L03, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,L03L04, EYEBAR, 0, 2, 2.5, 0.75, 3850011,L03L04, EYEBAR, RUST, 10, 10, 10, 3850011,L03U04, EYEBAR, 0, 2, 1.5, 0.5, 3850011,L03U04, EYEBAR, RUST, 50, 50, 50, 3850011,U03L04, THREADED, 0, 1, 0.75, CUT 3850011,U03L04, THREADED, RUST, 10, 10, 3850011,U03U04, CBXO, 0, 12.0, 0.25, 6.0, 1.875, 0, 0, 12.0, 0.25, 3850011,U03U04, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,U04L04, CBXO, 0, 11.375, 0.25, 5.125, 1.75, 0, 0, 11.375, 0.25, 3850011,U04L04, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,L04L05, EYEBAR, 0, 2, 2, 0.625, 3850011,L04L05, EYEBAR, RUST, 10, 10, 10, 3850011,L04U05, EYEBAR, 0, 2, 2.0, 0.5, 3850011,L04U05, EYEBAR, RUST, 25, 25, 25, 3850011,U04U05, CBXO, 0, 12.0, 0.25, 6.0, 1.875, 0, 0, 12.0, 0.25, 3850011,U04U05, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10, 3850011,U05L05, CBXO, 0, 11.375, 0.25, 5.125, 1.75, 0, 0, 11.375, 0.25, 3850011,U05L05, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10,

Page 2

boonefcb.OUT 3850011,L05L06, EYEBAR, 0, 2, 2, 0.625, 3850011,L05L06, EYEBAR, RUST, 30, 30, 30, 3850011,U05L06, CBXO, 0, 12.0, 0.25, 6.0, 1.875, 0, 0, 12.0, 0.25, 3850011,U05L06, CBXO, RUST, 10, 10, 10, 10, 0, 0, 10, 10,

************************************************************ END OF REPRINT ************************************************************

1 ********** BRIDGE SPANS SUMMARY SHEET **********

RAMP BRIDGE TOTAL ONLY SPANS SPAN RAMP ON NO. BRIDGE SPANS 0 0 1

IDENTICAL D RATING UNIT RATING UNITS MAIN E RATABLE ELEMENTS SUBMITTED BEG. END. BEG. END. MEMBER S MAIN FLOORBEAMS STRINGERS CONN. SPAN SPAN SPAN SPAN TYPE N MEMBER END INT. INT. EXT. ECTIONS BRIDGE 1 1 0 0 TRUSS S 2 0 1 1 1 UNKN

1 BIN NO. 3850011 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1

********** GENERAL INFORMATION **********

DC IN SPAN RAMP RAMP ST ROUTE CONSULT. NO. SPAN TY NO. NO. LOCATION 1 0 0 41 0 S01

YEAR ORIGINAL REPLACEMENT YEARS CONSTR. DECK STRINGER FLOORBEAM MAIN MBR. YEARS 1910 0 1991 0 0

YIELD STRENGTH OF STRUCTURAL MATERIALS (KSI) STEEL REINF. CONCRETE TIMBER STRESSES 30.0 0.0 3.3 1.8

STRINGER STEEL YIELD STRESS = 36.0 K.S.I. FLOORBEAM STEEL YIELD STRESS = 30.0 K.S.I.

MEMBER FASTENER DIAMETER = 0.8750 INCHES.

COMMENTS FOR DESCRIPTIVE PURPOSES

COMMENTS, BOONE CO 3850011 OVER CEDAR CREEK ROADWAY WIDTH WEARING SURFACE

Page 3

boonefcb.OUT LEFT RIGHT WEIGHT (FT.) (FT.) (KIPS/FT.) PAVEMENT 13.66 0.00 0.000

********** DECK CROSS-SECTION **********

SPAN DEPTH WIDTH OR OF OF STRESS SPAC. TIMBER TIMBER GRADE WEIGHT OF DECK (FT.) (IN.) (IN.) (KSI.) (KIPS/FT.) TIMBER DECK 2.33 3.00 10.00 0.0 0.171


********** GENERAL INFORMATION - SECONDARY MEMBER (STRINGER) **********

NO. OF COMP. MEMBER MEMBER SPANS HAUNCH NO. OF FLANGE DIRECTION TYPE SPAN CONT. DEPTH STRS. RESTRAINED (FT.) (IN.) SECONDARY MEMBER LONGITUDINAL STRINGER 15.50 0 0.00 5 Y

FLANGE SECTION LOCATION DEPTH WIDTH WEIGHT MODULUS (IN.) (IN.) (KIPS/FT.) (IN3) CHANNEL STRINGER FASCIA 6.00 2.03 0.011 5.07

FLANGE SECTION LOCATION DEPTH WIDTH THICK. WEIGHT MODULUS (IN.) (IN.) (IN.) (KIPS/FT.) (IN3) ROLLED STRINGER INTERIOR 6.03 4.00 0.28 0.012 7.33

********** GENERAL INFORMATION - SECONDARY MEMBER (FLOORBEAM) **********

FLOORBEAM FLOORBEAM COMP. MEMBER MEMBER CANTILEVER HAUNCH SKEW FLANGE DIRECTION TYPE SPAN LEFT RIGHT DEPTH ANGLE RESTRAINED (FT.) (FT.) (FT.) (IN.) (DEG.) SECONDARY MEMBER TRANSVERSE FLOORBEAM 16.00 0.00 0.00 0.00 0.0 Y

FLANGE SECTION

LOCATION DEPTH WIDTH THICK. WEIGHT MODULUS (IN.) (IN.) (IN.) (KIPS/FT.) (IN3) ROLLED FLOORBEAM INTERMEDIATE 12.00 5.00 0.42 0.039 33.19

Page 4

boonefcb.OUT ROLLED FLOORBEAM COVER PLATES: TOP: 0.00 IN. X 0.000IN. BOTTOM: 6.00 IN. X 0.500 IN.

FLOORBEAM: IXX = 259.28 IN.**4 YTS = 7.812IN.1 BIN NO. 3850011 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1

********** GENERAL INFORMATION - MAIN MEMBER (TRUSS) **********

TRUSS TRUSS TRUSS TYPE OF PANEL PANEL TYPE CONST. ORIENT. CONNECTIONS HEIGHT WIDTH (FT.) (FT.) MAIN MEMBER THRU TRUSS RIVETED EITHER PINNED 18.00 15.50

***** PANEL POINT COORDINATES ***** UPPER PP MIDDLE PP LOWER PP HOR. DIST

0.0 0.0 0.0 0.0 18.0 0.0 0.0 15.5 18.0 0.0 0.0 31.0 18.0 0.0 0.0 46.5 18.0 0.0 0.0 62.0 18.0 0.0 0.0 77.5 0.0 0.0 0.0 93.0 PANEL TYPES (SEE MANUAL FOR DESCRIPTION) PANEL NO. PANEL TYPE

1 1 2 6 3 13 4 13 5 5 6 21 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1

MOMENT MEMBER OF GROSS NET ID TYPE LENG. NUMBER WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (K/FT.) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** L00L01 EYEBAR 15.5 2 2.0 0.63 0.014 0.08 0.96 0.96 CHANNEL MOMENT MEMBER TOP PLATES FLANGE SIDE PLATES BOT. PLATES OF GROSS NET ID TYPE LENG. WIDTH THICK. DEPTH WIDTH WIDTH THICK. WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (KIPS/FT) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** L00U01 CBXO 23.8 12.0 0.25 6.0 1.9 0.0 0.00 12.0 0.25 0.059 71.07 9.20 7.72 *****THE FOLLOWING PIECE IS RUSTED***** U01L01 CBXO 18.0 11.4 0.25 5.0 1.8 0.0 0.00 11.4 0.25 0.052 45.25 8.15 6.64 MOMENT

Page 5

boonefcb.OUT MEMBER OF GROSS NET ID TYPE LENG. NUMBER WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (K/FT.) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** L01L02 EYEBAR 15.5 2 2.0 0.63 0.014 0.08 1.60 1.60 *****THE FOLLOWING PIECE IS RUSTED***** U01L02 EYEBAR 23.8 2 2.0 0.50 0.011 0.04 1.51 1.51 CHANNEL MOMENT MEMBER TOP PLATES FLANGE SIDE PLATES BOT. PLATES OF GROSS NET ID TYPE LENG. WIDTH THICK. DEPTH WIDTH WIDTH THICK. WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (KIPS/FT) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** U01U02 CBXO 15.5 12.0 0.25 6.0 1.9 0.0 0.00 12.0 0.25 0.059 71.07 9.20 7.72 *****THE FOLLOWING PIECE IS RUSTED***** U02L02 CBXO 18.0 11.4 0.25 5.0 1.8 0.0 0.00 11.4 0.25 0.052 45.25 8.15 6.64 MOMENT MEMBER OF GROSS NET ID TYPE LENG. NUMBER WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (K/FT.) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** L02L03 EYEBAR 15.5 2 2.5 0.75 0.020 0.18 3.04 3.04 OUTSIDE MOMENT MEMBER THREAD END OF GROSS NET ID TYPE LENG. NUMBER DIAM. CONFIG. WEIGHT INERTIA AREA AREA (FT.) (IN.) (K/FT.) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** L02U03 THREADED 23.8 1 0.750 CUT 0.002 0.02 0.26 0.26 MOMENT MEMBER OF GROSS NET ID TYPE LENG. NUMBER WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (K/FT.) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** U02L03 EYEBAR 23.8 2 1.5 0.50 0.008 0.03 0.74 0.74 CHANNEL MOMENT MEMBER TOP PLATES FLANGE SIDE PLATES BOT. PLATES OF GROSS NET ID TYPE LENG. WIDTH THICK. DEPTH WIDTH WIDTH THICK. WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (KIPS/FT) (IN4) (IN2) (IN2)

Page 6

boonefcb.OUT


*****THE FOLLOWING PIECE IS RUSTED***** L03L04 EYEBAR 15.5 2 2.5 0.75 0.020 0.18 3.04 3.04 *****THE FOLLOWING PIECE IS RUSTED***** L03U04 EYEBAR 23.8 2 1.5 0.50 0.008 0.03 0.38 0.38 OUTSIDE MOMENT MEMBER THREAD END OF GROSS NET ID TYPE LENG. NUMBER DIAM. CONFIG. WEIGHT INERTIA AREA AREA (FT.) (IN.) (K/FT.) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** U03L04 THREADED 23.8 1 0.750 CUT 0.002 0.02 0.26 0.26 CHANNEL MOMENT MEMBER TOP PLATES FLANGE SIDE PLATES BOT. PLATES OF GROSS NET ID TYPE LENG. WIDTH THICK. DEPTH WIDTH WIDTH THICK. WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (KIPS/FT) (IN4) (IN2) (IN2)


*****THE FOLLOWING PIECE IS RUSTED***** L04L05 EYEBAR 15.5 2 2.0 0.63 0.014 0.08 2.03 2.03 *****THE FOLLOWING PIECE IS RUSTED***** L04U05 EYEBAR 23.8 2 2.0 0.50 0.011 0.04 1.13 1.13 CHANNEL MOMENT MEMBER TOP PLATES FLANGE SIDE PLATES BOT. PLATES OF GROSS NET ID TYPE LENG. WIDTH THICK. DEPTH WIDTH WIDTH THICK. WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.)

Page 7

boonefcb.OUT(KIPS/FT) (IN4) (IN2) (IN2)


*****THE FOLLOWING PIECE IS RUSTED***** L05L06 EYEBAR 15.5 2 2.0 0.63 0.014 0.08 1.23 1.23 CHANNEL MOMENT MEMBER TOP PLATES FLANGE SIDE PLATES BOT. PLATES OF GROSS NET ID TYPE LENG. WIDTH THICK. DEPTH WIDTH WIDTH THICK. WIDTH THICK. WEIGHT INERTIA AREA AREA (FT.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (KIPS/FT) (IN4) (IN2) (IN2)

*****THE FOLLOWING PIECE IS RUSTED***** U05L06 CBXO 23.8 12.0 0.25 6.0 1.9 0.0 0.00 12.0 0.25 0.059 71.07 9.20 7.721 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1

***** DEAD LOAD OF TRUSS ***** PANEL NO. PANEL LOAD FLRBM FCTR

1 0.81 2.00 2 2.44 2.00 3 2.37 2.00 4 2.41 2.00 5 2.37 2.00 6 2.44 2.00 7 0.81 2.00

THE TOTAL WEIGHT OF THIS TRUSS IS 13.64 KIPS

TRUSS SYSTEM MODULE FOR BRIDGE LOAD RATING PROGRAM

RATINGST v/2.1; 7/9/1999

WYOMING DEPARTMENT OF TRANSPORTATION AND NEW YORK STATE DEPARTMENT OF TRANSPORTATION

DATE : 8/ 1/2013 TIME : 14:25:30

INPUT FILE NAME IS *** C:\BRASS\Truss\Examples\boonefcb.txt ***

****************** D I S C L A I M E R ******************

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* THE FOLLOWING LOAD RATINGS ARE BASED ON THE APPROPRIATE * * CURRENT AASHTO SPECIFICATIONS, POLICY DECISIONS OF THE * * NYS DEPARTMENT OF TRANSPORTATION AND NECESSARY * * ENGINEERING ASSUMPTIONS. THE LOAD RATING VALUES ARE NOT * * INTENDED TO BE USED FOR POSTING A STRUCTURE. * * ANY STRUCTURE WITH LOAD RATING VALUES THAT INDICATE A * * LOW CAPACITY SHOULD BE FULLY INVESTIGATED. * ************************************************************


******************************** **** STRINGER RATINGS **** ********************************

THE NUMBER OF STRINGERS COMPUTED OR INPUT IS 5

THE SUPERIMPOSED DEAD LOAD PER STRINGER IS 0.000 K/FT

THE STRINGER LOCATED AT 5.67 FT. FROM THE CENTER LINE OF GIRDER OR TRUSS IS BEING RATED.

THE DISTRIBUTION FACTOR FOR THIS MEMBER = 0.26

***** LIVE LOAD - HS20 *****

THE LOCATION OF THE CRITICAL SECTION IS AT 7.75 FT. FROM THE LEFT END OF SPAN NO. 1.

DL SDL LL+I NET SECTION MOMENT CAPACITY FOR MOMENT MOMENT MOMENT IR OR (KFT) (KFT) (KFT) (KFT) (KFT) 1.24 0.00 41.73 12.1 16.5

STRESSES DUE TO ALLOWABLE STRESSES DL SDL LL+I IR OR (KSI) (KSI) (KSI) (KSI) (KSI)

TOP FIBER 2.022 0.000 68.321 19.800 27.000 BOTTOM FIBER 2.022 0.000 68.321 19.800 27.000

INVENTORY RATING 0.26 EQUALS 9 TONS OPERATING RATING 0.37 EQUALS 13 TONS


***** LIVE LOAD - H20 *****


DL SDL LL+I NET SECTION MOMENT CAPACITY FOR MOMENT MOMENT MOMENT IR OR

Page 9

boonefcb.OUT (KFT) (KFT) (KFT) (KFT) (KFT) 1.24 0.00 41.73 12.1 16.5





***** LIVE LOAD - 3 *****







***** LIVE LOAD - 3S2 *****






Page 10

boonefcb.OUT THE DISTRIBUTION FACTOR FOR THIS MEMBER = 0.26

***** LIVE LOAD - 3-3 *****





INVENTORY RATING 0.39 EQUALS 15 TONS OPERATING RATING 0.55 EQUALS 22 TONS1 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1

******************************** **** FLOORBEAM RATINGS **** ********************************

THE CRITICAL SECTION IN THE FLOORBEAM IS ASSUMED AT THE CENTER OF THE FLOORBEAM SPAN.


***** LIVE LOAD - HS20 *****

AN INTERMEDIATE FLOORBEAM IS RATED.

FOR A RIVETED MEMBER STRESSES ARE BASED ON THE NET SECTION PROPERTIES USING ONE INCH DIAMETER HOLES IN BOTH TOP AND BOTTOM FLANGES AND ANGLES





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***** LIVE LOAD - H20 *****








***** LIVE LOAD - 3 *****








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boonefcb.OUT

***** LIVE LOAD - 3S2 *****








***** LIVE LOAD - 3-3 *****






INVENTORY RATING 0.45 EQUALS 17 TONS OPERATING RATING 0.66 EQUALS 26 TONS1 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1

TOTAL OF LOADS PER FOOT DUE TO SLAB,STRINGERS AND SDL ON ALL MAIN MEMBERS = 0.23 LOADS DUE TO FLOORBEAMS ON LEFT 0.31 MIDDLE 0.62 RIGHT 0.31 MAIN MEMBERS LOADS PER FOOT DUE TO SIDEWALK STRINGERS LEFT = 0.000 RIGHT = 0.000

Page 13

boonefcb.OUT TOTAL TRUSS PANEL POINT LOADS 0.805 2.440 2.368 2.410 2.368 2.440 0.805

PANEL POINT DEAD LOADS PANEL TOP PP BOT PP POINT VERT VERT

0 0.00 2.00 1 0.00 4.52 2 0.00 4.44 3 0.00 4.49 4 0.00 4.44 5 0.00 4.52 6 0.00 2.00

LEFT REACTION = 13.20 RIGHT REACTION = 13.20



******************************** **** TRUSS RATINGS **** ******************************** *** EITHER TRUSS ***

***** LIVE LOAD - HS20 *****

*** NOTE: A VALUE OF 999.99 MEANS THE RATING IS GREATER THAN 999.99 TONS OR IS NOT APPLICABLE.

ACTUAL FORCES MEMBER DEAD LIVE LOAD + IMPACT ALLOWABLE FORCES IDENT LOAD COMP. TENS. COMP. TENS. (KIPS) (KIPS) (KIPS) (KIPS) (KIPS)

U01U02 -15. -53. 0. -118.5 127.4 INV. RAT. 1.94 = 69 T -53. 0. -147.7 173.8 OPE. RAT. 2.50 = 89 T




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L00L01 10. 0. 34. -0.4 15.9 INV. RAT. 0.18 = 6 T 0. 34. -0.5 21.6 OPE. RAT. 0.35 = 12 T






L00U01 -15. -53. 0.LANE -102.7 127.4 INV. RAT. 1.67 = 60 T -53. 0. -128.1 173.8 OPE. RAT. 2.15 = 77 T

U01L02 9. -6.LANE 41. -0.1 25.0 INV. RAT. 0.39 = 14 T -6. 41. -0.1 34.1 OPE. RAT. 0.61 = 21 T

L02U03 0. 0. 14. 0.0 4.3 INV. RAT. 0.31 = 11 T 0. 14. 0.0 5.9 OPE. RAT. 0.43 = 15 T

L03U04 3. -3.LANE 30. -0.1 6.2 INV. RAT. 0.11 = 3 T -3. 30. -0.1 8.4 OPE. RAT. 0.19 = 6 T

L04U05 9. -6.LANE 41. -0.1 18.6 INV. RAT. 0.24 = 8 T -6. 41. -0.1 25.3 OPE. RAT. 0.40 = 14 T

U05L06 -15. -53. 0. -102.7 127.4 INV. RAT. 1.67 = 60 T -53. 0. -128.1 173.8 OPE. RAT. 2.15 = 77 T


Page 15

boonefcb.OUT U03L04 0. 0. 14. 0.0 4.3 INV. RAT. 0.31 = 11 T 0. 14. 0.0 5.9 OPE. RAT. 0.43 = 15 T

U01L01 5. 0. 29.LANE -95.9 109.6 INV. RAT. 3.66 = 131 T 0. 29. -119.6 149.4 OPE. RAT. 5.05 = 181 T

U02L02 -2. -22. 2.LANE -95.9 109.6 INV. RAT. 4.18 = 150 T -22. 2. -119.6 149.4 OPE. RAT. 5.24 = 188 T

U03L03 0. -10. 0. -95.9 109.6 INV. RAT. 9.68 = 348 T -10. 0. -119.6 149.4 OPE. RAT. 12.07 = 434 T

U04L04 -2. -22. 2.LANE -95.9 109.6 INV. RAT. 4.18 = 150 T -22. 2. -119.6 149.4 OPE. RAT. 5.24 = 188 T

U05L05 5. 0. 29.LANE -95.9 109.6 INV. RAT. 3.66 = 131 T 0. 29. -119.6 149.4 OPE. RAT. 5.05 = 181 T1 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1



***** LIVE LOAD - H20 *****



U01U02 -15. -41.LANE 0. -118.5 127.4 INV. RAT. 2.49 = 49 T -41. 0. -147.7 173.8 OPE. RAT. 3.20 = 63 T

U02U03 -17. -47.LANE 0. -118.5 127.4 INV. RAT. 2.17 = 43 T -47. 0. -147.7 173.8 OPE. RAT. 2.80 =

Page 16

boonefcb.OUT55 T



L00L01 10. 0. 26.LANE -0.4 15.9 INV. RAT. 0.24 = 4 T 0. 26. -0.5 21.6 OPE. RAT. 0.46 = 9 T






L00U01 -15. -46.LANE 0.LANE -102.7 127.4 INV. RAT. 1.90 = 37 T -46. 0. -128.1 173.8 OPE. RAT. 2.45 = 48 T

U01L02 9. -6.LANE 34.LANE -0.1 25.0 INV. RAT. 0.47 = 9 T -6. 34. -0.1 34.1 OPE. RAT. 0.73 = 14 T

L02U03 0. 0. 10.LANE 0.0 4.3 INV. RAT. 0.41 = 8 T 0. 10. 0.0 5.9 OPE. RAT. 0.56 = 11 T

L03U04 3. -3.LANE 24.LANE -0.1 6.2 INV. RAT. 0.14 = 2 T -3. 24. -0.1 8.4 OPE. RAT. 0.23 = 4 T

L04U05 9. -6.LANE 34.LANE -0.1 18.6 INV. RAT. 0.28 = 5 T -6. 34. -0.1 25.3 OPE. RAT. 0.48 = 9 T

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boonefcb.OUT

U05L06 -15. -46.LANE 0. -102.7 127.4 INV. RAT. 1.90 = 37 T -46. 0. -128.1 173.8 OPE. RAT. 2.45 = 48 T

U02L03 3. -3.LANE 24.LANE -0.1 12.1 INV. RAT. 0.39 = 7 T -3. 24. -0.1 16.5 OPE. RAT. 0.58 = 11 T

U03L04 0. 0. 10.LANE 0.0 4.3 INV. RAT. 0.41 = 8 T 0. 10. 0.0 5.9 OPE. RAT. 0.56 = 11 T

U01L01 5. 0. 29.LANE -95.9 109.6 INV. RAT. 3.66 = 73 T 0. 29. -119.6 149.4 OPE. RAT. 5.05 = 101 T

U02L02 -2. -18.LANE 2.LANE -95.9 109.6 INV. RAT. 5.25 = 104 T -18. 2. -119.6 149.4 OPE. RAT. 6.58 = 131 T


U04L04 -2. -18.LANE 2.LANE -95.9 109.6 INV. RAT. 5.25 = 104 T -18. 2. -119.6 149.4 OPE. RAT. 6.58 = 131 T

U05L05 5. 0. 29.LANE -95.9 109.6 INV. RAT. 3.66 = 73 T 0. 29. -119.6 149.4 OPE. RAT. 5.05 = 101 T1 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1



***** LIVE LOAD - 3 *****


ACTUAL FORCES MEMBER DEAD LIVE LOAD + IMPACT ALLOWABLE FORCES

Page 18

boonefcb.OUT IDENT LOAD COMP. TENS. COMP. TENS. (KIPS) (KIPS) (KIPS) (KIPS) (KIPS)











L00U01 -15. -38. 0. -102.7 127.4 INV. RAT. 2.34 = 58 T -38. 0. -128.1 173.8 OPE. RAT. 3.02 = 75 T


L02U03 0. 0. 9. 0.0 4.3 INV. RAT. 0.46 = 11 T 0. 9. 0.0 5.9 OPE. RAT. 0.62 =

Page 19

boonefcb.OUT15 T

L03U04 3. -3. 22. -0.1 6.2 INV. RAT. 0.15 = 3 T -3. 22. -0.1 8.4 OPE. RAT. 0.25 = 6 T




U03L04 0. 0. 9. 0.0 4.3 INV. RAT. 0.46 = 11 T 0. 9. 0.0 5.9 OPE. RAT. 0.62 = 15 T

U01L01 5. 0. 24. -95.9 109.6 INV. RAT. 4.37 = 109 T 0. 24. -119.6 149.4 OPE. RAT. 6.02 = 150 T




U05L05 5. 0. 24. -95.9 109.6 INV. RAT. 4.37 = 109 T 0. 24. -119.6 149.4 OPE. RAT. 6.02 = 150 T1 BIN NO. 0 SPAN NO. 1 CONSULTANT NO. S01 REGION 4 COUNTY 1



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boonefcb.OUT

***** LIVE LOAD - 3S2 *****













L00U01 -15. -45. 0. -102.7 127.4 INV. RAT. 1.93 = 69 T

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boonefcb.OUT -45. 0. -128.1 173.8 OPE. RAT. 2.49 = 89 T













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***** LIVE LOAD - 3-3 *****











L04L05 10. 0. 30. -0.4 33.4 INV. RAT. 0.79 =

Page 23

boonefcb.OUT31 T 0. 30. -0.5 45.6 OPE. RAT. 1.20 = 47 T


L00U01 -15. -46. 0. -102.7 127.4 INV. RAT. 1.91 = 76 T -46. 0. -128.1 173.8 OPE. RAT. 2.47 = 98 T











U04L04 -2. -16. 2. -95.9 109.6 INV. RAT. 5.89 = 235 T

Page 24

boonefcb.OUT -16. 2. -119.6 149.4 OPE. RAT. 7.39 = 295 T


********************************* ***** RATINGS SUMMARY ***** *********************************

NOTE: THE CRITICAL RATINGS LISTED BELOW DO NOT INCLUDE FASCIA STRINGERS OR END FLOORBEAMS. ALSO, A RATING OF 99999.00 MEANS A RATING IS NOT APPLICABLE.

LOAD MEMBER INVENTORY OPERATING SAFE LOAD TYPE TYPE RATING RATING CAPACITY

HS20 TRUSS 3.00 6.00 0.00 MEMBER= L03U04

FLOORBEAM (INTERMEDIATE) 11.00 16.00 0.00

STRINGER (INTERIOR) 9.00 13.00 0.00

H20 TRUSS 2.00 4.00 0.00 MEMBER= L03U04



3 TRUSS 3.00 6.00 0.00 MEMBER= L03U04



3S2 TRUSS 5.00 8.00 0.00 MEMBER= L03U04



3-3 TRUSS 6.00 10.00 0.00 MEMBER= L03U04



Page 25

General Information · L3/L4: Forge mark and 20% SL in interior eyebar at L4 (Photo 3) Bullet hole in exterior eyebar (Photo 4) L4/L5: 10% SL in interior and exterior eyebars at L5

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