With a timber deck, pretty much the entire superstructure is likely to eventually become a leaky joint, so I can't imagine painting a few feet at the ends making much difference. Doesn't sound like the owner would be amenable to painting any part of the girders, anyway.
In any case, with...
HTURKAK, the diagrams you posted match the ones from AASHTO for the depth to calculate L - 2nd time moment goes to zero for free head and the 3rd crossing point for a fixed head.
The potential discrepancy is that the text of the AASHTO spec indicates that is the effective length (K*L), rather...
From the AASHTO bridge design spec 9th Ed.:
10.7.3.13.4—Buckling and Lateral Stability
In evaluating stability, the effective length of the pile
shall be equal to the laterally unsupported length, plus an
embedded depth to fixity.
If vertical curvature (camber) is required/desirable, welded plate girders can accommodate pretty much any vertical profile that is desired. They're typically not significantly more expensive than rolled beams, and not a significant driver of the overall cost of the bridge.
Using fully integral abutments typically alleviates both of those concerns, but is typically only feasible on a deep foundation on steel H-piles. If a shallow foundation is required, a semi-integral abutment type can be used, which would still alleviate the concern with leaky joints, but...
I assumed a 1.8-2.0m drilled shaft/caisson would be anchored into a larger cap and then the stack anchored to that. Shafts with a diameter of 3m are also feasible, but may not be economical in your area.
You'll have a difficult time getting enough uplift resistance from H-piles, or even caissons with the dimensions of the pile cap you've proposed.
If you do drill caissons that close together, you'll have reductions for interaction of the shafts, and you'll almost certainly have to drill and...
It appears the first statement was in reference to shoring. The second was about lifting the beam, etc. to relieve the existing stress on it.
Blocking up a beam to keep it in place, is fairly simple by comparison to actually lifting the beam, the additional analysis to determine how much it...
Yep. W shapes meeting ASTM A709 (bridge steel) are readily available in Grade 50W, AKA weathering steel, as are plates, tubes, HS bolts, and other structural shapes. The only thing we've had trouble sourcing in weathering steel are high strength anchor bolts.
Then rolled steel beams (WF shapes) are a viable option. If you have the clearance available for a W24 section, that would be a fairly economical option.
If a concrete precaster who does prestressed bridge girders is nearby, and you're not particular about the exact initial or long-term...
Btw, even on public streets, roadways with a design speed up to 30 mph and 2' shoulder only require a curb separating vehicle traffic from pedestrians on the sidewalk. It would seem a ramp where the trucks will be travelling < 5 mph would not need more than a curb, if it even needs that. I've...
OSHA probably requires a handrail for pedestrian traffic, but unless your ramp is somehow considered to be a public roadway, the owner of the private property determines what, if any, barriers are needed.
If the curvature effects can be approximated using the V-load method, you can model the bridge with straight girders and manually add the V-loads to the curved spans.
Alternately, you could enter it with all spans curved, and if the controlling ratings are in one the curved spans, you'd report...
Ah, now I get what the OP was talking about.
I suppose the reinforcement going directly between the piles would be more efficient in material, but as Lomarandil noted, material cost is only a part of the cost, and in many markets, a small part of the total cost. That balance varies by location...
Well, at least Celt83 confirmed that my assumption regarding the deflection for equal reactions being 47% (technically 46.6667%) was correct (7/1152 / 5/384 = .46667).
