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You may want to consider providing concrete plinths at the post locations. The concrete plinths would support the posts and would be integral to the retaining wall, essentially making the retaining wall thicker at the post locations. Routing the wall around the posts has drawbacks including...

An existing concrete foundation will be surface prepped to placement of a new concrete pedestal. The concrete pedestal will support rotating equipment. Epoxy grout will be utilized at the top of the pedestal to support the equipment. The surface of the existing concrete foundation will be...

Are you also applying a load factor (reduction factor) to the Dead Weight of the drilled shaft / concrete? If so, applying 1.6 load factor to the hydrostatic pressure may be "double-dipping" on safety factors.

Checking if anyone can provide or point to a resource on considerations in the design of drilled piers when the excavation is hydro-excavated instead of auger-drilled. Any information such as potential reduction in soil resistance capacity would be appreciated. Would this normally be addressed...

The vertical tension rebar in a retaining wall typically is anchored in the footing by having the rebar / dowel turn into the toe of the footing at or just above the bottom footing reinforcement (not turned into the heel). Can someone please provide an explanation of why it must be "turned" into...

API 686, Ch. 5, Fig. H.1 - Mounting Plate Leveling Pads are Stainless Steel.

Understood. I was just wondering if this a rule of thumb for how high the dowel projection should be. If the pedestal is "short", the dowel will extend up from the footing to near top of pedestal. If pedestal is, say 12 ft. high, the dowels should not project that high, but somewhere in between...

Can someone point to a guide on how high dowels can extend above footing before they should be terminated and spliced, if the pedestal height is beyond that limit? This is from constructability view, not a design issue.

I'd like to ask if anyone has utilized shear friction to resist one way / deep beam shear in footings or pile caps. The foundations are monolithically built. The one way shear (as opposed to punching shear) governs the design of the footing / pile cap. Rather than increase the depth of the...

I'd like to ask if anyone is familiar with the two programs, dyna5 and dynapile, and if you have comments regarding comparisons of the two programs, how similar would you expect results to be.

Have you considered or will the situation allow for constructing a new beam(s) (steel or concrete) adjacent to the existing beam, transfer loads to the new beam, then demo. or partially demo. the existing concrete beam?

The above responses commendably attempt to provide an impromptu education in structural engineering. That is difficult to do in an on-line written forum. This work really should be completed by a structural engineer unless you have a structural engineer to provide in person guidance and...

ASCE/SEI 37 Provides Design Loads for Structures during Construction. My questions is, are these loads applicable to tower cranes and exterior gantry cranes? It appears not, so what is the governing document for design loads on cranes in the US?

I don't believe it is good practice to consider soil stiffness / soil bearing for a pile cap. I would assume the piles carry all the load.

New Field BDMS? (Blast Debris Mitigation Systems)

If fatigue is a consideration, that should be taken into account. Particularly the welds and if the stairs will be used frequently.

I'm wondering if anyone can share some experiences in migrating a relatively large organization from STAAD.Pro to RISA Suite. I'm curious as to pushback (resistance to change) difficulties in adjusting to RISA, and any software limitations in RISA vs. STAAD. RISA would be used primarily for...

I disagree with this statement: "The way I see it, all thermal forces on a directional anchor disappears once the pipe on the supports without anchors overcome friction and slides away from the directional anchor." Temporary Friction forces typically occur during start-up and shut-down, as...

If the Building Code (IBC) must be revised every three years, then there is something wrong with the Code. Canada revises their building code on a five year cycle. If I'm not mistaken, Euro-Codes are revised as / when needed. They are published in a manner that allows revising what would be...

I assume you are referring to structural steel connection design. If so, refer to AISC Manual (14th Ed.) Part 9 contains a section which states; "Connection design has traditionally been based on simple stresses, such as shear, tension, compression or flexure, not taken in combination...."...