Two-Day Advanced Seminar and Introductory Course Outlines


Following is a tentative outline of Two, 2-day classes (one introductory and one advanced) that will be held in conjunction with the 3-day Orthotropic Steel Bridge Conference to be held in Sacramento, California August 23-29, 2004.  There will also be an additional field trip to nine orthotropic bridges in the San Francisco Bay Area.

Orthotropic Steel Bridge Classes - Tentative Schedule

Details of class to be developed.

Monday 23  - Tuesday 24 (Two, 8-hour classes)

Introduction to Orthotropic Bridges (Separate registration)

Lead Instructor:  Alfred R. Mangus, P.E. and other instructors



(8 am to 10 am) Summary & Survey of Orthotropic Steel Bridges (time 2 hours) [Instructor: Alfred R. Mangus PE of Caltrans]

Review of Orthotropic Bridges system details.  (Review reasons USA behind the world in using this system.)

(10 am to 10:15) Break

(10:15 am to Noon) Review of Orthotropic Bridges from around the world and California) [Instructor: Alfred R. Mangus PE of Caltrans]

  (State-of-the-art examples – Short Span, Movable Span, Long Span, Cold Regions, etc. Play 20-minute video on the redecking of Orthotropic Angus Macdonald Bridge Halifax, Canada)


Lunch (12 noon to 1pm)


(1:00 pm to 5:00) Basics of Orthotropic Steel Bridges (time 4 hours) [Instructor: other yet to be selected or Alfred R. Mangus PE of Caltrans]

Basics of Orthotropic Bridges based on AASHTO, and details around the world and California. Take the 2 span bridge plate girder example with concrete deck by Caltrans Steel Bridge Committee and modify example with two types of panelized bolted deck systems [open flat plate rib and closed rib system]. This example would compare with concrete deck bridge problem published by Caltrans Steel Bridge Committee. Examples to use Caltrans “P-Truck” loading .


[ 3 pm to 3:15 ]Break halfway through

[BART railroad bridge panelized steel deck bridge] – see BART = Bay Area Rapid Transit Deck Panel Bridge Case History – by Mangus

Review of “other codes” Orthotropic Bridges from around the world: [Japanese & European Code]


[5:00 pm] End of Class



[8 am to 10 am]

Summary & Survey of Orthotropic Steel Bridge Welding Details (time 2 hours) [Instructor: Doug Williams PE]

Review of Orthotropic Steel Bridge Welding Details


[10 am to 10:15] Break


[10:15 am to Noon] Fabrication Issues for Orthotropic Steel Bridges (time 1:45 hours) [Instructor: other yet to be selected or Alfred R. Mangus PE of Caltrans]

Horseshoe fabrication at Universal Structures in Oregon lifting of large orthotropic sections on dry land. Carquinez Orthotropic Steel Bridge PowerPoint Japanese fabrication


Lunch [12 noon to 1pm]


(1:00 pm to 5:00) Construction Issues for Orthotropic Steel Bridges (time 1:45 hours) [Instructor: other yet to be selected or Alfred R. Mangus PE]

Horseshoe video lifting of large orthotropic sections on dry land. Caltrans Carquinez Orthotropic Steel Bridge PowerPoint [ lifting from water]. Video of Humber Bridge of Great Britain

[2:45 pm to 3:00 pm] Break


Summary & Survey of Orthotropic Steel Bridge membrane Surface Details (time 0.5 hours) [Instructor: Mr. Frank Constantino of Stirling Lloyd ] Review of & summary of the “Eliminator” Surface Details used by Caltrans.


Summary & Survey of Orthotropic Steel Bridge Wearing Surface Details (time 1.0 hours) [Instructor: wearing surface company[s] employee Mr. F. Charles Seim of  T. Y. Lin]

Review of and summary of Orthotropic Steel Bridge Wearing Surface Details.


Orthotropic Steel Bridge Tour Discussion (time 30 minutes) [Instructor: Alfred Mangus PE]

Discussion of seventeen California Orthotropic Bridges details and Tour summary . PowerPoint Presentation of his paper “Orthotropic Bridges of California.”


[5:00 pm] End of Class


Monday 23  - Tuesday 24 (Two, 8-hour classes)

Design of Orthotropic Deck Bridges (Separate registration)

Lead Instructor:  Mr. Roman Wolchuk, P.E.



1-5 Structural characteristics of Orthotropic decks

1-19 Steel deck bridges in 1930’s

1-22 First Orthotropic decks in Germany (1950’s)

1-29 Design specifications, notable bridges 1960-2000

1-67 Long-span bridges after 2000


2-1 Discussion of analytical methods

2-6 Orthotropic plate theory and its applications

2-7 Design for flexure

2-41 Design for axial compression

2-47 Transverse local primary and secondary stresses


3-1 AASHTO LRFD Bridge Design Specifications

3-3 Sections relevant to bridge decks

3-9 Provisions for deflection, tire contact area, effective width of plating

3-17 Surfacing design

3-19 Analytical method

3-23 Fatigue: Local-induced and Distortion-induced

3-25 Design for Load-Induced fatigue

3-40 Commentary on effects of residual stresses

3-43 Design for Distortion-induced fatigue

3-54 Eurocode provisions

3-55 Design for fatigue

3-62 Recommendation for structural detailing

3-70 Fabrication tolerances

3-71 Outlook for future specifications for orth. decks


4-1 Importance of correct detailing

4-2 Details of Redecking with limited depth avilable: rib fixity at supports (B.F. Bridge)

4-4 Flexible rib connections at supports (Williamsburg Bridge, Bronx-Whitestone Bridge)

4-9 Direct connections to web (Amesbury Chain Bridge)

4-10 Possible fixed connection of deep ribs

4-12 New Carquinez Bridge details

4-15 Redecking of Triboro Bridge

4-19 Redecking of Throgs Neck Viaduct

4-24 Recommendations for detailing

Suggestions for cost-saving framing and detailing

4-27 Advantages of longer rib spans

4-29 Comparison of Champlain Bridge and Golden Gate Bridge Decks

4-30 Cost components of fabrications and erection of Orth. Decks

4-31 Comparison of alternative deck framing

4-32 Alternative details at rib intersections with cross beams


5-1 Steel material for orthotropic decks

5-6 Fabrication

5-17 Bolted and welded rib splices

5-19 Redecking of Throgs Neck Viaducts

5-25 Erection of large prefabricated bridges

5-28 Redecking – night time work (G. Gate)

5-33 Erection by launching (Arkansas River Bridge)

5-35 Erection by Launching (Sagticos Parkway Overpass)

Video: Champlain Bridge Erection


6-1 Structural behavior of surfacings on steel decks

6-8 Typical surfacing failures and their causes

6-16 Dynamic elastic moduli in flexural tension

6-20 Stresses and strains in surfaings

6-22 AASHTO LRFD surfacing provisions

6-25 Desirable properties

6-27 Surfacing materials

6-31 Outlook for future surfacing design rules

6-32 Shop application of surfacing: Benjamin Franklin Bridge

6-35 Field application of surfacing: Golden Gate Bridge

6-36 Thin surfacing on Poplar St. Bridge


7-1 Orthotropic redecking – advantages

7-3 Benjamin Franklin Bridge

7-15 Golden Gate Bridge

7-19 Champlain Bridge

7-21 Amesbury Bridge

7-23 Expressway Overpasses

7-25 Railroad bridges

7-29 Movable bridges

7-32 Temporary bridges


Serviceability and Strength Design

8-1 General data on S. Francisco-Oakland Bay main bridge

8-3 Effective thickness of deck plate, rib properties

8-8 Effective torsional rigidity of deck

8-11 Bending moments, deflection and flexural stresses in ribs

8-21 Local compressive strength of deck

8-24 Global adequacy of deck in compression

Fatigue Design

8-30 Outline of investigation

8-31 Distortion-induced fatigue

8-34 Local-induced fatigue: deck plate splice

8-39 Local-induced fatigue: intersection of ribs with cross beam

8-43 Loading components of cross beam web

8-56 Summary of loading cases used in analysis

8-58 Analytical model of cross beam web

8-61 Stress distribution in web obtained by FEM Analysis

8-71 Stress summaries

8-76 Effects of concurrent compressive dead load stresses

8-79 Summary of critical stresses at two web elements

8-80 Fatigue strength calculation

8-84 Concluding remarks on fatigue design



Back to Home Page