1. ODOT Structure Project Manager Seminar Concrete Decks
Basic design, everyone has experience, go quickly to give flavor then some topics of interest

2. ODOT’s Requirements Materials Design Plan details Misc. Insights
NOT MUCH TO SAY
HIGHLIGHT BDM REQUIREMENTS and GO A STEP FURTHER WITH SOME TOPICS OF INTEREST

3. Selection of Concrete for Bridge Decks
The following concrete types may be specified:
A. Class S Concrete
B. Class HP Concrete
C. Class S Concrete for New Bridge Decks with Warranty
D. Class HP Concrete for New Bridge Decks with Warranty
E. QC/QA Concrete Class QSC2
F. QC/QA Concrete Class QSC3
District to confirm the selection of concrete to be used.
Concrete Design Allowable: Load Factor Design 4500 psi

4. Reinforcing Steel Requirements
Minimum concrete cover for reinforcing
A. Top reinforcing steel …………………… ½ inches
B. Bottom reinforcing steel …………………….1½ inches
C. Clearance to edge of deck ….……………… 3 inches
All reinforcing steel shall be epoxy coated, Grade 60 ksi
Suggested Minimum Lap Splices for Deck Reinforcing Steel:
#4 min. lap 2’-0”
#5 min. lap 2’-6”
#6 min. lap 3’-0”

5. Design Requirements
In order to facilitate forming, deck slab overhang should not exceed 4'-0".
1-inch monolithic concrete. This one-inch thickness shall not be considered in the structural design of the deck slab or as part of the composite section.
The design live load shall be HS25 for decks on new superstructures and HS20 for decks on existing superstructures (optional HS25 per project scope).
All bridges shall be designed for a future wearing surface (FWS) of 60 psf .

6. Design Thickness
For reinforced concrete decks on steel or concrete stringers the deck thickness shall be computed by the following formula:
Tmin (inches) = (S + 17)(12) ÷ 36 (not less than 8½ inches)
Where S is the effective span length in feet.
Minimum slab thickness is based on practical considerations such as adequate clearances, construction tolerances of concrete placement, deflection (serviceability), shear and bond.

7. SUPPLEMENT TO AASHTO VERBAGE

8. Design Controls Flexure strength Spacing, crack control
Longitudinal distribution

10. GIVEN SPAN AND DECK THICKNESS = rebar area

13. Typical Haunch details Old reason - haunch encase top flange (compression) non-composite design Allow for beam profile differences Rehabilitation projects adjust to fit new profile Construction tolerances

14. Longitudinal Reinforcing
Research has shown that secondary bars in the top mat of reinforced concrete bridge decks on stringers should be small bars at close spacing. Therefore the required secondary bar size shall be a #4. For stringer type bridges with reinforced concrete decks, the secondary bars shall be placed above the top of deck primary bars. This helps in reducing shrinkage cracking and adds additional cover over the primary bars.

15. Transverse Reinforcing
To facilitate the placement of reinforcing steel and concrete in transversely reinforced deck slabs top and bottom main reinforcement shall be equally spaced and placed to coincide in a vertical plane.

16. HOW IS ODOT DOING

17. Highlights of NCHRP 333
Concrete mix proportions should produce low-permeability, but not increase propensity for cracking
Epoxy reinforcing steel with minimum practical bar size and spacing
Minimum concrete cover of 2 ½ inches
Develop performance based specification with warranties
Adequate curing is essential
Report published in 2004

18. Design Insight Deck design is known to be conservative
Conservative assumptions:
Live load moment formula, same for positive and negative
Point load v tire contact area
Westergaard theory (1930’s) – rigid supports
Wearing surface depth neglected
Single vs double reinforced section
Effective span length
FWS weight
Haunch section effects
Rounding of spacing and coinciding of top and bottom reinforcing steel
Higher actual material strengths
Construction tolerances, deck importance, high wearing, history of good performance
DECK DESIGN INSIGHTS, something to think about

19. ODOT History of deck design
1940’s top cover 1 ¾ inch, bottom cover 1 inch; 180 lbs/cy, use of bent bar
Asphalt concrete overlays
1950’s top cover 1 inch plus monolithic ws (CF30=1/2”;CF130=3/4”;CF400=1”), Min deck 7 ½ inches’ #6 and #5 bars
1960’s top cover 2 inches, #6 and #7 bars, 260 lbs/cy
1976 reverse main bars to today’s practice
1977 Deck protection; Primary epoxy coated steel top mat only; Secondary for ADTT greater than 5000 overlay (asphalt or concrete)
1986 epoxy coated top and bottom mats
1990’s top cover 2 ½ inches and bottom cover 1 ½ inches, min deck 8 ½ inches

20. Topics of Interest
Alternate reinforcing steel – FRP, stainless steel, etc.
Rapid replacement with precast concrete or prefabricated steel grids
Advanced waterproofing systems
Place approach slab with deck
Deck cracking (post-tensioning)

21. STAY IN PLACE FORMS
Galvanized steel or any other material type, stay in place forms, shall not be used.
Limits visual inspection of underside of deck.
For prestressed concrete beams, the precast concrete panel alternative, previously used by ODOT, has shown cracking problems at the joints between the panels.

22. Deck forming
FOR THOSE THAT HAVE NOT BEEN TO CONSTRUCTION SITE Hangers support wood joist/stringers timbers that plywood sit on

25. Deck cantilever

26. Shear connectors

31. Concrete testing

33. Concrete placement

39. Sidewalk

41. Deck grooving