studies and reports database · 2012. 3. 8. · 3) field measurement by ken kirschling and jeff...

March 8, 2012

RAILROAD BRIDGE RATING

Burlington Branch

2.40

4.02

4.12

Prepared for the

CHITTENDEN COUNTY METROPOLITAN ORGANIZATION

110 West Canal Street, Suite 202

Winooski, VT 05404-2109

www.railstarengineering.com

RATING REPORT

METROPOLITAN ORGANIZATION

110 West Canal Street, Suite 202

by Kenneth R. Kirschling, P.E.

REVISED TRUSS STRESSSHEETS - 6/29/2012

KRK

Table of Contents

Revised 6/29/2012 by KRK of Railstar Engr

Table of Contents

Summary ................................................................................................................ 2

Description of Structures ............................................................................................................. 2

Rating Approach ........................................................................................................................ 2

Bridge Specifics ........................................................................................................................... 3

Bridge 2.40 ..................................................................................................................... 3

Bridge 4.02 ..................................................................................................................... 3

Bridge 4.12 ..................................................................................................................... 3

Questions or Concerns ................................................................................................................. 3

Bridge 2.40 ............................................................................................................. 4

Truss Member Schematic ............................................................................................................ 4

Truss Cooper E-Ratings ................................................................................................................ 5

Deck Plate Girder Cooper E-Ratings ............................................................................................. 6

Truss Stress Sheets (under 263K, 286K and 315K loadings) – Revised 6/29/12 ............................... 7

Deck Plate Girder Stress Sheet (under 263K, 286K and 315K loadings) ........................................ 10

Bridge 4.02 ........................................................................................................... 11

Truss Member Schematic .......................................................................................................... 11

Truss Cooper E-Ratings .............................................................................................................. 12

Truss Stress Sheets (under 263K, 286K and 315K loadings) – Revised 6/29/12 ............................. 13

Bridge 4.12 ........................................................................................................... 16

Truss Member Schematic .......................................................................................................... 16

Deck Plate Girder Cooper E-Ratings ........................................................................................... 17

Truss Cooper E-Ratings .............................................................................................................. 18

Deck Plate Girder Stress Sheet (under 263K, 286K and 315K loadings) ........................................ 19

Truss Stress Sheets (under 263K, 286K and 315K loadings) – Revised 6/29/12 ............................. 20

Calculations - Bridge 2.40 ................................................................................................. 24

Truss ........................................................................................................................................................ 24

Truss Member Properties .......................................................................................................................... 24

Truss Reactions ......................................................................................................................................... 25

Stringer Loading ....................................................................................................................................... 26

Stringer Details ......................................................................................................................................... 27

Floorbeam Details ..................................................................................................................................... 28

Truss Member Details ............................................................................................................................... 29

Deck Plate Girder .................................................................................................................................... 44

DPG Member Properties ............................................................................................................................ 44

Girder Details ............................................................................................................................................ 45

Girder Loading .......................................................................................................................................... 47


Truss ........................................................................................................................................................ 48

Member Properties ................................................................................................................................... 48

Reactions .................................................................................................................................................. 49



FloorbeamDetails ...................................................................................................................................... 53


Concrete Slab Spans .................................................................................................................................. 68

Dead Load Calculations ............................................................................................................................. 68

Slab Capacity Calculations ..................................................................................................................... 69


Deck Plate Girder .................................................................................................................................... 70

DPG Member Properties ............................................................................................................................ 72

Girder Details ............................................................................................................................................ 73

Girder Loading .......................................................................................................................................... 79

Truss ........................................................................................................................................................ 82

Truss Member Properties .......................................................................................................................... 82

Truss Reactions ......................................................................................................................................... 83



Floorbeam Details ..................................................................................................................................... 90


Check on Concrete A-Frame Pier .......................................................................................................... 105

Chittenden County Burlington Branch Railway Bridge Rating

Page 1

Summary


BRIDGE RATING REPORT

CHITTENDEN COUNTY METROPOLITAN ORGANIZATION

BURLINGTON BRANCH

BRIDGES 2.40, 4.02 and 4.12

SUMMARY

As of November, 2011, Bridges 2.40, 4.02 and 4.12 rate sufficient for freight car weights up to and including

315K without speed restriction on an infrequent basis.

263K and 286K freight traffic may be operated on a regular basis (including unit trains), provided trains with

286K cars not exceed 25 mph over bridge 4.12.

315K freight traffic may be operated on a regular basis (including unit trains), provided trains with 315K cars not

exceed 10 mph over bridge 4.12, or 25 mph over bridge 4.02.

In terms of Cooper E for regular traffic without speed restriction:

BRIDGE CONTROLLING MEMBER COOPER E CAPACITY

EFFECTIVE SPAN LENGTH

2.40 Stringers, in bending, within floor system in truss. E-63.2 28’ – 9”

4.02 Stringers, in bending, within floor system in truss. E-57.9 32’ – 0”

4.12 Deck Plate Girder span, in bending, on South end of bridge. E-53.5 26’ – 6”

These ratings are valid so long as the bridges are maintained in good condition commensurate with commonly

recognized steel and concrete railroad bridge maintenance practices.

This rating does not include fatigue analysis or rating due to fatigue. However, corrosion is minimal on all three

structures and traffic is light, so fatigue issues are highly unlikely unless there is a significant increase in traffic.

As with any bridges, fatigue sensitive areas and should be monitored for cracks by inspectors.

DESCRIPTION OF STRUCTURES (described from south to north)

Bridge 2.40: One Open Deck 230-ft, 8-panel Warren Thru Truss and

One Open Deck 93-ft Deck Plate Girder span.

Bridge 4.02: One Ballast Deck 12-ft (nominal) Concrete Slab Span,

One Open Deck 256-ft, 8-panel Warren Thru Truss and

One Ballast Deck 12-ft (nominal) Concrete Slab Span.

Bridge 4.12: One Open Deck 29-ft Deck Plate Girder span and

One Open Deck 187-ft 10-in, 7-panel Warren Thru Truss.

RATING APPROACH

Physical characteristics of the structure are based upon three sources of information:

1) Original design and shop drawings.

2) An inspection by Osmose Railroad Services, Inc. performed in May, 2010.

3) Field measurement by Ken Kirschling and Jeff Herbeck of Railstar Engineering, LLC in October, 2011.

All rating is in accordance with accepted methods of analysis and allowable stresses in the 2010 edition of the

AREMA Manual for Railway Engineering, Chapter 8 for Concrete Structures and Chapter 15 for Steel Structures.

Basic assumptions include:

Linearly elastic flexural analysis.

“Allowable Stress” Design Methodology.

Based upon information in the drawings, Steel is open hearth, with the exception of the DPG in Bridge

4.12, which is conservatively assumed to be Bessemer steel, based upon its age.

All ratings were conducted as follows:

The cross-sectional properties of each member were calculated either using formulas within the Excel (MS Office

97) spreadsheets by Railstar, or using ShapeBuilder V6 by IES, Inc.

The dead load and wind load of or upon each member were calculated using formulas within the Excel

spreadsheets by Railstar.

The live load forces within truss members were calculated using FORTRAN PROGRAM NO. 2, “COMPUTER

PROGRAM FOR ANALYSIS OF RAILWAY TRUSS BRIDGES” by the Association of American Railroads Research

Center. This powerful and efficient software was originally written in 1967, revised in 1969 and 1970; and finally

compiled into an executable file for use on PCs in 1987. It has been thoroughly tested and checked and is still

today one of the most practical live load generators of railway loading on trusses. Railstar continues to check

output against manual calculations.

The live load moment, shear and floorbeam reactions for simple span beams and girders were generated using a

proprietary program written by Railstar in C++, and checked against the same generated by FORTRAN

PROGRAM NO. 1, “MOMENT AND SHEAR TABLES for HEAVY DUTY CARS on BRIDGES” by the Association of

American Railroads Research Center.

Cross-sectional properties, dead load, wind load and E80 live load are tabulated in the Member Properties sheet

(within the Calculations section) for each span.

Cooper’s E loading was used as the standard loading for comparison purposes. The maximum rating, expressed

in terms of Cooper E, was calculated at all significant locations in the trusses, floor systems, and in the two deck

plate girder spans, using the following formula:


Page 2

Summary


Where “f” represents the unit stress in the member for maximum allowable, dead load, wind and live load with

impact due to E80 loading. The maximum allowable stresses are those listed in Table 15-7-1 in AREMA Chapter

15 Part 7 for maximum rating for infrequent loading in existing bridges, and in Table 15-1-11 of Part 1 for regular

rating for regular traffic.

The Cooper E capacities of all members are tabulated in the COOPER E RATINGS sheet for each span.

Next, the stresses due to the following three freight loadings were calculated using the same live load

generators listed above:

1) Rail America’s Standard 263k Loading

2) Rail America’s Standard 286k Loading

3) A 315k Loading conservatively based upon the RA 286k Loading

The adequacy of each structural component was then calculated as a percentage of maximum allowable stress

for infrequent and regular traffic, and tabulated on the STRESS SHEET for each span.

BRIDGE SPECIFICS

Bridge 2.40

This bridge has the greatest load carrying capacity of the three studied. The stringers in the floor system are the

limiting members, yet they rate sufficient for unrestricted 315K freight loading without speed restriction. The

Deck Plate Girder span on the north end can safely support even heavier loading.

Bridge 4.02

This bridge rates sufficient for unrestricted 286K freight loading without speed restriction. 315K cars, however,

must either be infrequent or, if run regularly, restricted to 25 mph operation. The stringers in the floor system

are the limiting members.

Despite a minor degree of surface spalling, the short concrete slab spans on either end of the truss are in good

condition. The drawings for the bridge include a reasonable amount of detail, yet, unfortunately, the spans are

impossible to rate with any degree of accuracy. To attempt to do so would require the taking of concrete cores

(which is semi-destructive), extensive lab work and finite element analysis. Even after such an expensive

undertaking the findings would be dubious.

We can, however, use AREMA guidelines along with highly conservative estimates of the strength of the

concrete and steel reinforcement rails to rule out the possibility that these spans control the capacity of the

bridge. This was done and the calculations reveal that, at minimum, the spans rate E-160. In reality, they

probably rate much higher because longer concrete slab spans in far worse condition have a reputation for

reliability in railroad bridge circles. To the knowledge of this experienced engineer, there is no incidence of

failure of these. Railroads tend to replace them only when the bottom cover of concrete falls away and the

reinforcement becomes highly corroded. The short span length and good condition of these spans support the

conservative logic that they are “stronger” than the steel truss span which sits between them.

Bridge 4.12

In 1972, the Central Vermont Railway, a subsidiary of Canadian National at the time, replaced two deck trusses

at this location with a second-hand through truss span from Canada which was dismantled, transported, and re-

erected at the site. At the same time, the span was lengthened by adding one 28’ – 10”panel. The replacement

truss, even after lengthening, is sufficiently strong to support unrestricted 315K freight traffic.

Most unfortunately, the 1895-vintage Deck Plate Girder span at the south end was not replaced at the time.

Instead, approximately 10-ft was removed from the north end of the span and it is still part of the bridge. The

capacity of the span was increased from approximately E-35 to E-53 by shortening it, but no modifications which

would further strengthen the span were performed and so this old, short DPG is now the controlling span on the

Burlington branch. Design drawings only indicate that the span was to be made from “steel,” but the type of

steel is not mentioned. Because it was common at the time, and because it is a conservative assumption, the

allowable stresses for Bessemer steel were used to compute capacity.

This span makes it necessary that 286K traffic is either restricted to 25 mph or only operated on an infrequent

basis. 315K traffic must be restricted to 10 mph or only operated infrequently. This is probably not an

impediment to operation considering the light traffic and slow operating speed of the Burlington Branch. If,

however, regular 315K traffic, or even 286K traffic, is considered for the future, it is recommended that coupons

be taken from the DPG at locations selected by a bridge engineer. These coupons could be lab tested for yield

and ultimate strength characteristics, and it may be possible to increase the rated capacity of the bridge based

upon the findings. Deck Plate Girders are the most robust of steel spans, so replacement may not be necessary

to accommodate heavier traffic.

If, on the other hand, coupon testing reveals steel insufficient of safely handling the higher necessary stresses,

replacement of the short span with a heavier new or second-hand span will likely be more cost effective than

attempting to strengthen the existing span.

QUESTIONS or CONCERNS

Please address questions or concerns to;

Kenneth Kirschling, PE

Railstar Engineering, LLC

93340 107th Ave. SW

Vashon, WA 98070

[email protected]

Office Phone: (206) 408-7032


Page 3

TRUSS MEMBER SCHEMATIC

Burlington BranchBridge 2.4Winooski, VT

KRK of RAILSTAR ENGR, LLCMARCH 3, 2012

L1 L2 L3 L4 L5 L6 L7

U1U2

U3 U4 U5U6

93' DPG

U7

L8L1L0 L2 L3 L4 L5 L6 L7

U1U2

U3 U4 U5U6

U7

L8

Southward to Burlington Northward (increasing MP) to Jct. SW


Page 4

Bridge 2.40

COOPER E-RATINGS

Name(Location)

MemberType Construction

Member Length(feet)

TypeofCheck At

Gross,NetorShearSection?

DesignFallCalculation

DesignFall(ksi)

E-CAP60 mph +

E-CAP25 mph

E-CAP10 mph

MaximumFallCalculation

MaximumFall(ksi)

E-CAP60 mph +

E-CAP25 mph

E-CAP10 mph

Stringer Beam Riveted Built-Up 28.750 Bending - T mid panel Net 0.55Fy 16.50 E-63.2 E-70.3 E-79.4 K 24.00 E-94.3 E-104.7 E-118.4

Stringer Beam Riveted Built-Up 28.750 Bending - C mid panel Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 16.13 E-67.6 E-75.1 E-84.9 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 23.45 E-100.6 E-111.8 E-126.4

Stringer Beam Riveted Built-Up 28.750 V end Web 0.35Fy 10.50 E-67.2 E-74.6 E-84.4 0.75K 18.00 E-118.2 E-131.4 E-148.5

Floorbeam Floorbeam Riveted Built-Up 28.750 Bending - T stringer Net 0.55Fy 16.50 E-66.5 E-74.3 E-84.6 K 24.00 E-99.7 E-111.3 E-126.8

Floorbeam Floorbeam Riveted Built-Up 28.750 Bending - C stringer Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 15.85 E-71.5 E-79.9 E-91.0 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 23.05 E-107.0 E-119.5 E-136.1

Floorbeam Floorbeam Riveted Built-Up 28.750 V end Web 0.35Fy 10.50 E-79.5 E-88.8 E-101.1 0.75K 18.00 E-140.4 E-156.8 E-178.6

Floorbeam Floorbeam Riveted Built-Up 28.750 DT web Pl Gross 0.55Fy 16.50 E-68.8 E-76.8 E-87.5 K 24.00 E-102.9 E-114.9 E-130.8

Floorbeam Floorbeam Riveted Built-Up 28.750 DT angle fillet Gross 0.55Fy 16.50 E-76.3 E-85.2 E-97.0 K 24.00 E-113.9 E-127.2 E-144.8

Truss - L0L1L2 Bottom Chord Riveted Built-Up 28.750 T/M - Fy Gross 0.55Fy 16.50 E-96.6 E-102.7 E-110.0 K 24.00 E-151.4 E-161.1 E-172.5

Truss - L0L1L2 Bottom Chord Riveted Built-Up 28.750 T/M - Fu Net 0.47Fu 28.20 E-134.8 E-143.4 E-153.6 K1 40.20 E-202.4 E-215.3 E-230.6



Truss - L0U1 End Post Riveted Built-Up 41.550 Axial C Gross 0.60Fy - (2,315)(Fy/E)^(3/2) x (¾l/ry) 14.51 E-91.0 E-96.7 E-103.6 1.091(K) - (K)Sqr(Fy)(¾)(l)/(1179.5(ry)) 21.14 E-143.5 E-152.6 E-163.5

Truss - U1U2U3 Top Chord Riveted Built-Up 29.100 Axial C Gross 0.60Fy - (2,315)(Fy/E)^(3/2) x (¾l/ry) 15.59 E-88.9 E-94.5 E-101.2 1.091(K) - (K)Sqr(Fy)(¾)(l)/(1179.5(ry)) 22.70 E-140.8 E-149.8 E-160.4

Truss - U3U4 Top Chord Riveted Built-Up 28.750 Axial C Gross 0.60Fy - (2,315)(Fy/E)^(3/2) x (¾l/ry) 15.56 E-88.2 E-93.9 E-100.5 1.091(K) - (K)Sqr(Fy)(¾)(l)/(1179.5(ry)) 22.65 E-140.3 E-149.3 E-159.9

Truss - L1U1 Floorbeam Hanger Riveted Built-Up 30.000 T/M - Fy Gross 0.40Fy 12.00 E-67.1 E-75.0 E-85.4 0.75K,

COOPER E-RATINGS

Name

(Location)

Member

Type Construction

Member

Length

(feet)

Type

of

Check At

Gross,

Net

or

Shear

Section?

Design

FallCalculation

Design

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph

Maximum

FallCalculation

Maximum

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph

Girder G1 DPG Riveted Built-Up 90.000 Bending - T mid span Net 0.55Fy 16.50 E-65.3 E-70.4 E-76.8 K 24.00 E-100.9 E-108.9 E-118.7

Girder G1 DPG Riveted Built-Up 90.000 Bending - C mid span Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 16.07 E-77.3 E-83.5 E-91.0 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 23.38 E-118.4 E-127.9 E-139.4

Girder G1 DPG Riveted Built-Up 90.000 V end Web 0.35Fy 10.50 E-88.1 E-95.1 E-103.6 0.75K 18.00 E-159.1 E-171.7 E-187.2

TYPES OF CHECKS:

1) T/M - Fy Tension and Moment - Yield on Gross Section

2) T/M - Fu Tension and Moment - Ultimate on Net Section

3) T/M - Pinned Tension and Moment - Yield on Net @ Pin

4) Bending - T Bending Only in Flexural Member - Tension

5) Bending - C Bending Only in Flexural Member - Compression

6) Axial C Axial Compression - Fall on Gross Section

7) Axial C - Pinned Axial Comp on Pin Connected Member

8) C/M Compression and Moment - Fall on Gross Section

9) V Pure Shear

11) DT Diagonal Tension (Max M and Max V together)

10) Custom Custom Parameters

Burlington Sub, DPG in Bridge 2.4 at Winooski, VT

MEMBER DESCRIPTION CHECK E RATINGDESIGN ALLOWABLES MAXIMUM ALLOWABLES E RATING


Page 6

Bridge 2.40

Burlington Sub, Warren Truss in Bridge 2.4 at Winooski, VT

STRESS SHEET (REVISED 6/29/2012) (+) Tension or Moment that contributes to Tensile Stress(-) Compression or Moment that contributes to Compressive Stress

MemberName(Location) Construction

Member Length Type of Check

DesignFall(ksi)

MaximumFall(ksi)

Max. AxialForce due toLive Load

Pll (k)Cooper E Effect

Max.Moment dueto Live Load

Mll (ft·k)Cooper E Effect

Max.Shear dueto Live Load

Vll (ft·k)Cooper E Effect

Axial Stress DL+W+LL+I (ksi)

Bending Stress DL+W+LL+I (ksi)

Shear Stress DL+W+LL+I (ksi)

Diagonal Tension Stress DL+W+LL+I (ksi)

Ratio of Allowable Design Stress

Ratio of Allowable Maximum Stress













Stringer Beam Riveted Built-Up 28.750 Bending - T 16.50 24.00 520.00 E-54.4 14.36 87% 60% 13.05 79% 54% 11.68 71% 49%

Stringer Beam Riveted Built-Up 28.750 Bending - C 16.13 23.45 -520.00 E-54.4 -13.19 82% 56% -11.99 74% 51% -10.73 67% 46%

Stringer Beam Riveted Built-Up 28.750 V 10.50 18.00 87.00 E-56.8 8.98 85% 50% 8.14 78% 45% 7.28 69% 40%

Floorbeam Floorbeam Riveted Built-Up 28.750 Bending - T 16.50 24.00 582.75 E-53.0 13.44 81% 56% 12.18 74% 51% 10.88 66% 45%

Floorbeam Floorbeam Riveted Built-Up 28.750 Bending - C 15.85 23.05 -582.75 E-53.0 -12.07 76% 52% -10.95 69% 47% -9.77 62% 42%

Floorbeam Floorbeam Riveted Built-Up 28.750 V 10.50 18.00 111.00 E-53.0 7.24 69% 40% 6.55 62% 36% 5.84 56% 32%

Floorbeam Floorbeam Riveted Built-Up 28.750 DT 16.50 24.00 582.75 E-53.0 111.00 E-53.0 13.02 79% 54% 11.80 72% 49% 10.53 64% 44%


Max for Floor System 87% 60% Max for Floor System 79% 54% Max for Floor System 71% 49%

Truss - L0L1L2 Bottom Chord Riveted Built-Up 28.750 T/M - Fy 16.50 24.00 306.00 E-52.4 10.46 63% 44% 10.03 61% 42% 9.59 58% 40%

Truss - L0L1L2 Bottom Chord Riveted Built-Up 28.750 T/M - Fu 28.20 40.20 306.00 E-52.4 13.58 48% 34% 13.02 46% 32% 12.44 44% 31%



Truss - L0U1 End Post Riveted Built-Up 41.550 Axial C 14.51 21.14 -442.00 E-52.5 -9.66 67% 46% -9.26 64% 44% -8.85 61% 42%

Truss - U1U2U3 Top Chord Riveted Built-Up 29.100 Axial C 15.59 22.70 -452.00 E-52.9 -10.67 68% 47% -10.24 66% 45% -9.79 63% 43%

Truss - U3U4 Top Chord Riveted Built-Up 28.750 Axial C 15.56 22.65 -526.00 E-54.2 -10.93 70% 48% -10.49 67% 46% -10.03 64% 44%

Truss - L1U1 Floorbeam Hanger Riveted Built-Up 30.000 T/M - Fy 12.00 18.00 112.00 E-53.3 9.84 82% 55% 8.97 75% 50% 8.06 67% 45%

Truss - L1U1 Floorbeam Hanger Riveted Built-Up 30.000 T/M - Fu 30.00 40.20 112.00 E-53.3 12.60 42% 31% 11.48 38% 29% 10.31 34% 26%



Truss - U1L2 Diagonal Riveted Built-Up 41.550 Axial C 13.55 19.75 -24.00 E-50.5 2.08 -15% -11% 2.12 -16% -11% 2.17 -16% -11%

Truss - U1L2 Diagonal Riveted Built-Up 41.550 T/M - Fy 16.50 24.00 228.00 E-49.0 9.41 57% 39% 9.02 55% 38% 8.62 52% 36%

Truss - U1L2 Diagonal Riveted Built-Up 41.550 T/M - Fu 28.20 40.20 228.00 E-49.0 11.22 40% 28% 10.75 38% 27% 10.27 36% 26%

Truss - L2U3 Diagonal Riveted Built-Up 48.450 Axial C 12.93 18.84 -138.00 E-46.6 -6.35 49% 34% -6.05 47% 32% -5.75 44% 31%

Truss - L2U3 Diagonal Riveted Built-Up 48.450 T/M - Fy 16.50 24.00 60.00 E-42.9 0.73 4% 3% 0.60 4% 3% 0.47 3% 2%

Truss - L2U3 Diagonal Riveted Built-Up 48.450 T/M - Fu 28.20 40.20 60.00 E-42.9 0.87 3% 2% 0.72 3% 2% 0.56 2% 1%





max. max. max. max. max. max.87% 60% 79% 54% 71% 49%

Stresses at 25MPH Stresses at 10MPHMEMBER DESCRIPTION

Rail America Standard 263k loading

LIVE LOAD (w/o IMPACT) Stresses at 60MPH

Page 7

Chittenden County Burlington Branch Railway Bridge Rating Bridge 2.40

REVISED TRUSS STRESSES - 6/29/12





DesignFall(ksi)

MaximumFall(ksi)









































Truss - L1U1 Floorbeam Hanger Riveted Built-Up 30 T/M - Fy 12.00 18.00 114.00 E-54.3 9.99 83% 56% 9.10 76% 51% 8.18 68% 45%

Truss - L1U1 Floorbeam Hanger Riveted Built-Up 30 T/M - Fu 30.00 40.20 114.00 E-54.3 12.79 43% 32% 11.65 39% 29% 10.46 35% 26%












Max for Truss 85% 57% Max for Truss 78% 52% Max for Truss 70% 47%


MEMBER DESCRIPTION Stresses at 60MPH Stresses at 25MPH Stresses at 10MPH


LIVE LOAD (w/o IMPACT)

Page 8







DesignFall(ksi)

MaximumFall(ksi)
























































MEMBER DESCRIPTION

Modified Rail America Standard loading for 315k

LIVE LOAD (w/o IMPACT) Stresses at 60MPH Stresses at 25MPH Stresses at 10MPH

Page 9



STRESS SHEET (+) Tension or Moment that contributes to Tensile Stress(-) Compression or Moment that contributes to Compressive Stress

Member

Name

(Location) Construction

Member

Length Type of Check

Design

Fall(ksi)

Maximum

Fall(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Girder G1 DPG Riveted Built-Up 90.000 Bending - T 16.50 24.00 3281.00 E-49.2 13.11 79% 55% 12.35 75% 51% 11.56 70% 48%

Girder G1 DPG Riveted Built-Up 90.000 Bending - C 16.07 23.38 -3281.00 E-49.2 -11.07 69% 47% -10.43 65% 45% -9.76 61% 42%

Girder G1 DPG Riveted Built-Up 90.000 V 10.50 18.00 177.00 E-51.6 6.65 63% 37% 6.25 59% 35% 5.83 56% 32%

Max for G1 Girders 79% 55% Max for G1 Girders 75% 51% Max for G1 Girders 70% 48%

max. max. max. max. max. max.

79% 55% 75% 51% 70% 48%

Member

Name


Member


Design

Fall(ksi)

Maximum

Fall(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Girder G1 DPG Riveted Built-Up 90 Bending - T 16.50 24.00 3309.00 E-49.6 13.20 80% 55% 12.43 75% 52% 11.63 71% 48%

Girder G1 DPG Riveted Built-Up 90 Bending - C 16.07 23.38 -3309.00 E-49.6 -11.14 69% 48% -10.49 65% 45% -9.82 61% 42%

Girder G1 DPG Riveted Built-Up 90 V 10.50 18.00 183.00 E-53.3 6.83 65% 38% 6.42 61% 36% 5.99 57% 33%



80% 55% 75% 52% 71% 48%

Member

Name


Member


Design

Fall(ksi)

Maximum

Fall(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Girder G1 DPG Riveted Built-Up 90 Bending - T 16.50 24.00 3631.00 E-54.4 14.22 86% 59% 13.37 81% 56% 12.50 76% 52%

Girder G1 DPG Riveted Built-Up 90 Bending - C 16.07 23.38 -3631.00 E-54.4 -12.00 75% 51% -11.29 70% 48% -10.55 66% 45%

Girder G1 DPG Riveted Built-Up 90 V 10.50 18.00 200.00 E-58.3 7.36 70% 41% 6.90 66% 38% 6.43 61% 36%



86% 59% 81% 56% 76% 52%


MEMBER DESCRIPTION LIVE LOAD (w/o IMPACT) Stresses at 60MPH Stresses at 25MPH Stresses at 10MPH



Burlington Sub, DPG in Bridge 2.4 at Winooski, VT




Page 10

Bridge 2.40




L1L0 L2 L3 L4 L5 L6 L7

U1U2

U3 U4 U5U6

U7

L812' Conc Slab12' Conc Slab



Page 11

Bridge 4.02

COOPER E-RATINGS

Name

(Location)

Member

Type Construction

Member

Length

(feet)

Type

of

Check At

Gross,

Net

or

Shear

Section?

Design

FallCalculation

Design

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph

Maximum

FallCalculation

Maximum

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph




Floorbeam Floorbeam Riveted Built-Up 32.000 Bending - T stringer Net 0.55Fy 16.50 E-68.0 E-76.0 E-86.4 K 24.00 E-102.0 E-113.8 E-129.5

Floorbeam Floorbeam Riveted Built-Up 32.000 Bending - C stringer Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 15.87 E-73.0 E-81.5 E-92.7 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 23.08 E-109.3 E-121.9 E-138.7

Floorbeam Floorbeam Riveted Built-Up 32.000 V end Web 0.35Fy 10.50 E-75.7 E-84.5 E-96.1 0.75K 18.00 E-134.0 E-149.6 E-170.2

Floorbeam Floorbeam Riveted Built-Up 32.000 DT web Pl Gross 0.55Fy 16.50 E-67.6 E-75.5 E-85.9 K 24.00 E-101.3 E-113.0 E-128.6

Floorbeam Floorbeam Riveted Built-Up 32.000 DT angle fillet Gross 0.55Fy 16.50 E-77.9 E-86.9 E-98.9 K 24.00 E-116.3 E-129.8 E-147.6






Truss - U1U2U3 Top Chord Riveted Built-Up 32.400 Axial C Gross 0.60Fy - (2,315)(Fy/E)^(3/2) x (¾l/ry) 15.61 E-90.0 E-95.7 E-102.4 1.091(K) - (K)Sqr(Fy)(¾)(l)/(1179.5(ry)) 22.73 E-142.4 E-151.3 E-161.9

Truss - U3U4 Top Chord Riveted Built-Up 32.050 Axial C Gross 0.60Fy - (2,315)(Fy/E)^(3/2) x (¾l/ry) 15.66 E-92.2 E-97.9 E-104.8 1.091(K) - (K)Sqr(Fy)(¾)(l)/(1179.5(ry)) 22.79 E-145.7 E-154.9 E-165.7



Member

Name


Member


Design

Fall(ksi)

Maxim

um

Fall(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial Stress

DL+W+LL

+I (ksi)

Bending Stress

DL+W+LL

+I (ksi)

Shear Stress

DL+W+LL

+I (ksi)

Diagonal

Tension Stress

DL+W+LL

+I (ksi)

Ratio of Allowable

Design

Stress

Ratio of Allowable

Maximum

Stress

Axial Stress

DL+W+LL

+I (ksi)

Bending Stress

DL+W+LL

+I (ksi)

Shear Stress

DL+W+LL

+I (ksi)

Diagonal

Tension Stress

DL+W+LL

+I (ksi)

Ratio of Allowable

Design

Stress

Ratio of Allowable

Maximum

Stress

Axial Stress

DL+W+LL

+I (ksi)

Bending Stress

DL+W+LL

+I (ksi)

Shear Stress

DL+W+LL

+I (ksi)

Diagonal

Tension Stress

DL+W+LL

+I (ksi)

Ratio of Allowable

Design

Stress

Ratio of Allowable

Maximum

Stress





















Truss - U1L2 Diagonal Riveted Built-Up 45.250 Axial C 13.70 19.96 -24.00 E-44.7 -0.65 5% 3% -0.61 4% 3% -0.57 4% 3%











95% 66% 87% 60% 78% 53%

Burlington Branch 4.02 Truss

MEMBER DESCRIPTION





Page 13



Member

Name


Member


Design

Fall(ksi)

Maximum

Fall(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Stringer Beam Riveted Built-Up 32 Bending - T 16.50 24.00 662.12 E-58.2 16.57 100% 69% 15.06 91% 63% 13.49 82% 56%

Stringer Beam Riveted Built-Up 32 Bending - C 15.72 22.86 -662.12 E-58.2 -14.39 92% 63% -13.08 83% 57% -11.72 75% 51%

Stringer Beam Riveted Built-Up 32 V 10.50 18.00 98.68 E-60.1 8.30 79% 46% 7.53 72% 42% 6.74 64% 37%

Floorbeam Floorbeam Riveted Built-Up 32 Bending - T 16.50 24.00 635.74 E-52.4 13.05 79% 54% 11.84 72% 49% 10.59 64% 44%

Floorbeam Floorbeam Riveted Built-Up 32 Bending - C 15.87 23.08 -635.74 E-52.4 -11.76 74% 51% -10.67 67% 46% -9.54 60% 41%

Floorbeam Floorbeam Riveted Built-Up 32 V 10.50 18.00 119.20 E-52.4 7.51 71% 42% 6.80 65% 38% 6.07 58% 34%

Floorbeam Floorbeam Riveted Built-Up 32 DT 16.50 24.00 635.74 E-52.4 119.20 E-52.4 13.10 79% 55% 11.89 72% 50% 10.62 64% 44%



Truss - L0L1L2 Bottom Chord Riveted Built-Up 32 T/M - Fy 16.50 24.00 358.00 E-53.9 10.86 66% 45% 10.42 63% 43% 9.96 60% 41%

Truss - L0L1L2 Bottom Chord Riveted Built-Up 32 T/M - Fu 28.20 40.20 358.00 E-53.9 13.68 49% 34% 13.12 47% 33% 12.54 44% 31%





















100% 69% 91% 63% 82% 56%


LIVE LOAD (w/o IMPACT)MEMBER DESCRIPTION Stresses at 60MPH Stresses at 25MPH Stresses at 10MPH



Page 14



Member

Name


Member


Design

Fall(ksi)

Maximum

Fall(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Stringer Beam Riveted Built-Up 32 Bending - T 16.50 24.00 729.26 E-64.1 18.11 110% 75% 16.45 100% 69% 14.72 89% 61%

Stringer Beam Riveted Built-Up 32 Bending - C 15.72 22.86 -729.26 E-64.1 -15.73 100% 69% -14.29 91% 63% -12.79 81% 56%

Stringer Beam Riveted Built-Up 32 V 10.50 18.00 108.69 E-66.2 9.08 86% 50% 8.24 78% 46% 7.36 70% 41%

Floorbeam Floorbeam Riveted Built-Up 32 Bending - T 16.50 24.00 658.59 E-54.3 13.46 82% 56% 12.21 74% 51% 10.91 66% 45%

Floorbeam Floorbeam Riveted Built-Up 32 Bending - C 15.87 23.08 -658.59 E-54.3 -12.13 76% 53% -11.01 69% 48% -9.84 62% 43%

Floorbeam Floorbeam Riveted Built-Up 32 V 10.50 18.00 123.49 E-54.3 7.75 74% 43% 7.02 67% 39% 6.27 60% 35%


























110% 75% 100% 69% 89% 61%

MEMBER DESCRIPTION





Page 15




L1L0 L2 L3 L3' L2' L1' L0'

U1 U2 U3 U3' U2' U1'

DPG

M0 M0'



Page 16

Bridge 4.12

COOPER E-RATINGS

Name

(Location)

Member

Type Construction

Member

Length

(feet)

Type

of

Check At

Gross,

Net

or

Shear

Section?

Design

FallCalculation

Design

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph

Maximum

FallCalculation

Maximum

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph

Sec 1 (2 top, 2 bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - T mid span Net 0.55Fy 16.50 E-66.0 E-73.3 E-82.7 K 21.00 E-85.6 E-95.0 E-107.3

Sec 1 (2 top, 2 bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - C mid span Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 16.34 E-78.8 E-87.5 E-98.8 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 20.79 E-101.9 E-113.1 E-127.7

All Sections DPG Riveted Built-Up 26.500 V end Web 0.35Fy 10.50 E-57.5 E-63.8 E-72.1 0.75K 15.75 E-88.7 E-98.4 E-111.2

Sec 2 (1 top, 1 bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - T 11' from end Net 0.55Fy 16.50 E-53.5 E-59.4 E-67.1 K 21.00 E-69.6 E-77.3 E-87.3

Sec 3 (1 top, no bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - T 7.5' from end Net 0.55Fy 16.50 E-54.6 E-60.6 E-68.5 K 21.00 E-71.0 E-78.9 E-89.1

TYPES OF CHECKS:

1) T/M - Fy Tension and Moment - Yield on Gross Section

2) T/M - Fu Tension and Moment - Ultimate on Net Section

3) T/M - Pinned Tension and Moment - Yield on Net @ Pin

4) Bending - T Bending Only in Flexural Member - Tension

5) Bending - C Bending Only in Flexural Member - Compression

6) Axial C Axial Compression - Fall on Gross Section

7) Axial C - Pinned Axial Comp on Pin Connected Member

8) C/M Compression and Moment - Fall on Gross Section

9) V Pure Shear

11) DT Diagonal Tension (Max M and Max V together)

10) Custom Custom Parameters

DPG in BurlingtonBranch Bridge 4.12 at Winooski, VT

MEMBER DESCRIPTION CHECK E RATINGDESIGN ALLOWABLES MAXIMUM ALLOWABLES E RATING


Page 17

Bridge 4.12

COOPER E-RATINGS

Name

(Location)

Member

Type Construction

Member

Length

(feet)

Type

of

Check At

Gross,

Net

or

Shear

Section?

Design

FallCalculation

Design

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph

Maximum

FallCalculation

Maximum

Fall(ksi)

E-CAP

60 mph +

E-CAP

25 mph

E-CAP

10 mph




Center Panel Stringer Beam Rolled 26.833 Bending - T mid panel Net 0.55Fy 16.50 E-62.7 E-69.6 E-78.6 K 24.00 E-93.9 E-104.2 E-117.6

Center Panel Stringer Beam Rolled 26.833 Bending - C mid panel Gross 0.55Fy 16.50 E-65.0 E-72.2 E-81.5 K 24.00 E-97.2 E-107.9 E-121.9

Center Panel Stringer Beam Rolled 26.833 V end Web 0.35Fy 10.50 E-269.4 E-299.0 E-337.6 0.75K 18.00 E-465.4 E-516.6 E-583.3

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 Bending - T stringer Net 0.55Fy 16.50 E-89.1 E-99.6 E-113.4 K 24.00 E-133.3 E-149.0 E-169.7

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 Bending - C stringer Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 16.36 E-104.1 E-116.3 E-132.5 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 23.80 E-155.2 E-173.4 E-197.5

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 V end Web 0.35Fy 10.50 E-74.7 E-83.5 E-95.1 0.75K 18.00 E-133.4 E-149.1 E-169.9

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 DT web Pl Gross 0.55Fy 16.50 E-79.8 E-89.2 E-101.6 K 24.00 E-119.6 E-133.6 E-152.3

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 DT angle fillet Gross 0.55Fy 16.50 E-107.8 E-120.5 E-137.2 K 24.00 E-160.5 E-179.4 E-204.3

EndFloorbeam Floorbeam Riveted Built-Up 18.000 Bending - T stringer Net 0.55Fy 16.50 E-92.6 E-103.5 E-117.9 K 24.00 E-137.3 E-153.4 E-174.8

EndFloorbeam Floorbeam Riveted Built-Up 18.000 Bending - C stringer Gross 0.55Fy - 0.55(Fyl/ry)^2 / 1.8x10^6 16.35 E-124.8 E-139.5 E-158.9 K - (K)(Fy)(l/ry)^2 / 1.8x10^6 23.79 E-184.2 E-205.9 E-234.5

EndFloorbeam Floorbeam Riveted Built-Up 18.000 V end Web 0.35Fy 10.50 E-105.8 E-118.2 E-134.7 0.75K 18.00 E-185.1 E-206.9 E-235.7

EndFloorbeam Floorbeam Riveted Built-Up 18.000 DT web Pl Gross 0.55Fy 16.50 E-121.5 E-135.8 E-154.7 K 24.00 E-179.3 E-200.4 E-228.3

EndFloorbeam Floorbeam Riveted Built-Up 18.000 DT angle fillet Gross 0.55Fy 16.50 E-110.5 E-123.5 E-140.7 K 24.00 E-163.4 E-182.6 E-208.1



Truss - L2L3L3' Bottom Chord Riveted Built-Up 26.833 T/M - Fy Gross 0.55Fy 16.50 E-81.4 E-86.8 E-93.2 K 24.00 E-129.4 E-137.9 E-148.1

Truss - L2L3L3' Bottom Chord Riveted Built-Up 26.833 T/M - Fu Net 0.47Fu 28.20 E-134.4 E-143.3 E-153.9 K1 40.20 E-201.9 E-215.3 E-231.1


Truss - U1U2U3U3' Top Chord Riveted Built-Up 26.833 Axial C Gross 0.60Fy - (2,315)(Fy/E)^(3/2) x (¾l/ry) 15.79 E-62.1 E-66.2 E-71.0 1.091(K) - (K)Sqr(Fy)(¾)(l)/(1179.5(ry)) 22.99 E-101.3 E-108.0 E-116.0


COOPER E-RATINGS

(+) Tension or Moment that contributes to Tensile Stress

(-) Compression or Moment that contributes to Compressive Stress

Member

Name


Member


Design

Fall

(ksi)

Maximum

Fall

(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Sec 1 (2 top, 2 bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - T 16.50 21.00 447.95 E-53.5 13.63 83% 65% 12.41 75% 59% 11.14 67% 53%

Sec 1 (2 top, 2 bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - C 16.34 20.79 -447.95 E-53.5 -11.44 70% 55% -10.42 64% 50% -9.35 57% 45%

All Sections DPG Riveted Built-Up 26.500 V 10.50 15.75 83.74 E-57.2 10.45 99% 66% 9.49 90% 60% 8.50 81% 54%


Sec 3 (1 top, no bot Cover Pls) DPG Riveted Built-Up 26.500 Bending - T 16.50 21.00 329.53 E-54.8 16.55 100% 79% 15.07 91% 72% 13.52 82% 64%


102% 80% 93% 73% 83% 65%

Member

Name


Member


Design

Fall

(ksi)

Maximum

Fall

(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress







107% 84% 97% 76% 87% 68%

Member

Name


Member


Design

Fall

(ksi)

Maximum

Fall

(ksi)

Max. Axial

Force due to

Live Load

Pll (k)Cooper E

Effect

Max.

Moment due

to Live Load

Mll (ft·k)Cooper E

Effect

Max.

Shear due

to Live Load

Vll (ft·k)Cooper E

Effect

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress

Axial

Stress

DL+W+LL

+I (ksi)

Bending

Stress

DL+W+LL

+I (ksi)

Shear

Stress

DL+W+LL

+I (ksi)

Diagonal

Tension

Stress

DL+W+LL

+I (ksi)

Ratio of

Allowable

Design

Stress

Ratio of

Allowable

Maximum

Stress







116% 91% 106% 83% 95% 74%

DPG in BurlingtonBranch Bridge 4.12 at Winooski, VT








Page 19

Bridge 4.12

STRESS SHEET under standard loadings (REVISED 6/29/2012) (+) Tension or Moment that contributes to Tensile Stress(-) Compression or Moment that contributes to Compressive Stress



DesignFall(ksi)

MaximumFall(ksi)







Axial

Stress DL+W+LL+I (ksi)

Bending


Shear


Diagonal

Tension


Ratio of

Allowable Design Stress

Ratio of

Allowable Maximum Stress

Axial


Bending


Shear


Diagonal

Tension


Ratio of


Ratio of


Axial


Bending


Shear


Diagonal

Tension


Ratio of


Ratio of





Center Panel StringerBeam Rolled 26.833 Bending - T 16.50 24.00 458.68 E-53.8 14.35 87% 60% 13.06 79% 54% 11.73 71% 49%

Center Panel StringerBeam Rolled 26.833 Bending - C 16.36 23.80 -458.68 E-53.8 -13.88 85% 58% -12.64 77% 53% -11.35 69% 48%

Center Panel StringerBeam Rolled 26.833 V 10.50 18.00 84.33 E-57.2 2.38 23% 13% 2.16 21% 12% 1.94 18% 11%

16.50 24.00

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 Bending - T 16.50 24.00 594.50 E-53.8 10.52 64% 44% 9.56 58% 40% 8.57 52% 36%

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 Bending - C 16.36 23.80 -594.50 E-53.8 -9.04 55% 38% -8.21 50% 35% -7.36 45% 31%

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 V 10.50 18.00 107.28 E-53.8 7.84 75% 44% 7.12 68% 40% 6.37 61% 35%

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 DT 16.50 24.00 594.50 E-53.8 107.28 E-53.8 11.61 70% 48% 10.55 64% 44% 9.44 57% 39%

Interior Floorbeam Floorbeam Riveted Built-Up 18.000 DT 16.50 24.00 594.50 E-53.8 107.28 E-53.8 8.82 53% 37% 8.02 49% 33% 7.18 44% 30%

EndFloorbeam Floorbeam Riveted Built-Up 18.000 Bending - T 16.50 24.00 467.34 E-57.2 10.56 64% 44% 9.56 58% 40% 8.51 52% 35%

EndFloorbeam Floorbeam Riveted Built-Up 18.000 Bending - C 16.35 23.79 -467.34 E-57.2 -7.88 48% 33% -7.13 44% 30% -6.35 39% 27%

EndFloorbeam Floorbeam Riveted Built-Up 18.000 V 10.50 18.00 84.33 E-57.2 5.90 56% 33% 5.33 51% 30% 4.74 45% 26%

EndFloorbeam Floorbeam Riveted Built-Up 18.000 DT 16.50 24.00 467.34 E-57.2 84.33 E-57.2 8.15 49% 34% 7.37 45% 31% 6.56 40% 27%

EndFloorbeam Floorbeam Riveted Built-Up 18.000 DT 16.50 24.00 467.34 E-57.2 84.33 E-57.2 8.93 54% 37% 8.08 49% 34% 7.19 44% 30%




Truss - L2L3L3' Bottom Chord Riveted Built-Up 26.833 T/M - Fy 16.50 24.00 450.00 E-51.7 11.86 72% 49% 11.36 69% 47% 10.83 66% 45%

Truss - L2L3L3' Bottom Chord Riveted Built-Up 26.833 T/M - Fu 28.20 40.20 450.00 E-51.7 13.49 48% 34% 12.92 46% 32% 12.33 44% 31%


Truss - U1U2U3U3' Top Chord Riveted Built-Up 26.833 Axial C 15.79 22.99 -466.00 E-52.1 -13.97 88% 61% -13.38 85% 58% -12.76 81% 56%








Truss - U3L3' Diagonal Riveted Built-Up 40.250 Axial C 11.00 16.05 -30.00 E-46.2 -1.51 14% 9% -1.40 13% 9% -1.28 12% 8%

Truss - U3L3' Diagonal Riveted Built-Up 40.250 T/M - Fy 16.50 24.00 56.00 E-43.9 3.96 24% 17% 3.75 23% 16% 3.52 21% 15%

Truss - U3L3' Diagonal Riveted Built-Up 40.250 T/M - Fu 28.20 40.20 56.00 E-43.9 4.31 15% 11% 4.08 14% 10% 3.84 14% 10%



88% 61% 85% 58% 81% 56%

Truss in Burlington Branch Bridge 4.12 at Winooski, VT

MEMBER DESCRIPTION





Page 20

STRESS SHEET under standard loadings (REVISED 6/29/2012) (+) Tension or Moment t

studies and reports database · 2012. 3. 8. · 3) field measurement by ken kirschling and jeff...

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