I'm evaluating a pier and spread footing design and the original designer is using hooked dowels from the wall into the slab. I see the logic in using the dowels to reduce the shear load and the overturning moment to the foundation, but can't find anything to quantify the contribution and can't...
I'm looking to specify high strength bolts (nominal tensile strength = 150 ksi) which would be Group C bolts per ACI 360 Table J3.2. We are going to use them in a corrosive environment for a salt storage shed, which appears to be excluded per AISC J3.1. Is there a bolt available that maintains...
We are reviewing a design for a foundation designed to Canadian NBCC. My coworker wants to equate ULS building reactions to strength design and design the foundation with a factor of safety of 1.0.
Since I'm used to seeing ASD reactions used with a factor of safety of 1.5, I'm wondering if...
As far as I understand, the weight of the soil above the footing is included in the footing overturning and sliding calculations, and neglected in the bearing calculations when a net allowable bearing pressure is given.
When calculating the bearing stress, (P+W)/B[1+6e/B], the soil weight...
I'm looking at a retaining wall with straight sides and sloped backfill. I've seen the answer alluded to on a couple of posts, but want to confirm.
For sloped backfill considering stability, is the height to be considered the height to the wedge at the edge of the footing? Or is it the same as...
I know the fixity of the column base plate has been discussed extensively, and that the pinned or fixed assumption in the model is not fully representative of what is practically occurring as there is no 100% pinned or 100% fixed connection.
However, I am wondering if there is any direct...
The geotechnical report for the drilled shafts (approx 3'-6" dia) I'm working on says to add hydrostatic pressure when below the groundwater table. I'm hoping for guidance on how this load should be applied. As far as I understand, the 62.4 pcf value should be multiplied by the depth of the pier...
I am designing spread footing for a single column that will see relatively high moments at the base. The client wants the footing to start at grade, and so we're left trying to meet frost depth.
My thought would be to use an approximately 42" thick footing and put enough steel top and bottom...
I'm attempting to clarify the shear anchor reinforcing in ACI 318-19 section 17.5.2.1 for anchors into the top of a 16" wide wall. Because of the width of the wall, I don't have room to develop hairpin bars, so I am wondering if stirrups are the only option as the hook and lap would take care of...
I recently had someone bring up that they typically detail continuous poured walls with an even dimension (whole feet) from top of wall to top of footing. I've always detailed using a 12" thick footing for small structures and used the wall height below grade to achieve frost depth (for example...
I am designing anchors that see tension, and in an attempt to preclude side face blowout, we want to shorten the anchor embedment length as much as possible (for limited edge distances). Because ACI 17.5.2.1 states the reinforcement must develop on each side of the breakout surface, I initially...
What is the general consensus on certifying record drawings? We would add a disclaimer making it clear the source of the changes are from the contractor, but I'm not sure if a seal should then be added
