I checked the availability of IPE and it only comes in 1x or 5/4x thickness, and I don't like the idea of a laminated or built-up section in this wet environment. I need at least 3x, preferably 4x. I think the cedar is still my best option for a locally available product. I estimate a 20+yr life...
PEinc, thanks for the input. Per the "standards for restoration of historic properties" it has to be real wood. This is a replacement design, and the existing wall is about 60yrs old and used treated timber lagging. The key word being treated. Now I get to duplicate appearance without the option...
msquared48, thanks for the suggestion. I also thought about a timber faux front facing, but to be economical this would only be a 2x or 3x veneer which may be subject to rotting out faster as it has less section area. I would estimate that replacing a faux facing versus replacing structural...
Thanks for the decay table oldestguy. The species with high decay resistance identified with the 2 superscript are not readily available in my area, while Western Cedar is. I specified a drainage system using Mirafi G200N geotextile composite fabric abutting the back face of the wall. This is a...
I am designing a canal wall using soldier pile with timber lagging. Timber is required due to constraint of being "restoration of historic properties", otherwise I would use concrete lagging. Additionally, I cannot use ANY wood preservatives to treat the timber. The front of the wall will have...
ACI 318 section 11.6.2.2 allows the maximum torsional moment to be permitted to be reduced based on redistribution of internal forces upon cracking (compatibility torsion). AASHTO LRFD does not even discuss compatibility torsion. Any thoughts why?
I agree with dcarr82775 that the conservative approach is to consider the girder beam as a "CIP beam with a big hole in it". But to assume the beam passing through is equivalent to a void seems excessively conservative. The stringer must have a better justified contribution to shear than 0...
Thanks for the comments. My thoughts: the vertical leg of a stirrup will behave as such shear regardless if it was part of the precast or CIP section. However, a 'closed' stirrup with horizontal legs does not really exist here since the horizontal portion of the stringer beam stirrups are...
In a construction sequence where precast stringer beams pass orthogonally thru a cast-in-place supporting girder beam to become an integral assembly, can the stirrups of the precast section be considered stirrups participating in the shear resistance capacity of the girder beam in the region of...
There are many types of tie-back and bonded strand anchor systems available to designers. Without favoritism to any manufacturer, is there a "rule of thumb" for what type works best in various soils: clay, silt, loose sand, compacted sand, gravel, fractured rock, stable rock, etc?
Pre-drilled...
60' x 120' x 25' Steel framed building. MWFRS uses steel braced frames and moment frames with infill walls on two exterior sides, one 60' wall, one 120' wall. Is this building open, partially enclosed, or enclosed? Per ASCE7 definitions:
Open Building: Requires "each" wall must be at least 80%...
PEInc, thanks for your added comments. I agree, the effects on the soldier pile is not a direct multiple. In the off-centered case, the waler is now pushing the pile inward and resisted by passive soil pressures. The shape of the soil pressure distribution diagram will depend on soil parameters...
EngineeringEric, your comments were my initial confusion too. However, for static equilibrium you the sum moments about any point must equal zero. This is an odd case. For the described conditions to be a balanced system the left soldier pile becomes a restraint instead of an applied load. The...
Consider a soldier pile retaining wall that uses a waler with a single tieback to support 2 adjacent piles. Traditionally such a tieback would be centered between the piles. However, due to project constraints the tieback needs to be installed off-centered. For example, with a 6ft soldier pile...
I think I solved my own question:
Similar to moment effect distribution described above, the LOADING will be distributed by the ratio of respective member stiffness. That is each individual I (moment of inertia) divided by the total or summed moment of inertia (the well known "stiffness...
If 2 rectangular beam sections of the same material share load effects, moment sharing is distributed by the ratio of respective member stiffness. That is each individual I (moment of inertia) divided by the total or summed moment of inertia. How is shear sharing distributed? Is it by a ratio of...
Driving 24" pipe pile to 850kip ultimate capacity using gates equation. Piles driven open-ended through alluvial gravel with numerous cobbles up to 12 inches in diameter as well as occasional boulders. Pile embeds are going much deeper than expected, 80ft embed estimated, actual 140ft+. SPT...
Geobdg, thanks for the comments. The pile was installed about 10 months before the loading and settlement occurred. The load was applied for approximately 12 hours.
I agree with the comments concerning variability/reliability in the capacity equation. My gut feeling is that it was the result of...
