I believe this is an acceptable design approach. It is not required that the lower roof level beams have moment connections to the columns because you still have a stable structure with the moment connections at the high roof level. Due to the pinned connections the lower roof level is "just...
If I understand your question correctly you want to start the CMU walls up off of the mat foundation. Some questions to consider: 1. Are these walls gravity load bearing, shear walls, both gravity load bearing and shear walls or just partition walls? Can the mat support these loads? 2. All...
Frankly, I think everyone is looking at this detail in a more complicated way than it needs to be. I would like to offer three thoughts with regard to the detail. First, the angle is located only 1" from the end of the HSS where there is located a cap plate. The cap plate will provide...
If I understand the question correctly there is potential for a live load on the retained side of the wall. This live load will in turn produce horizontal active forces in the soil that will load the retaining wall. To account for this live load a surcharge is assumed to act behind the wall...
Assuming that the maximum overturning moments occur at the same time about each axis, an alternate approach may be to compute the FS against overturning about each axis individually but only take credit for 50% of the resisting moment within each individual calculation.
A more important check...
These comments are based on the assumption that the original plans called for a "pure" 48" deep CMU lintel and that the contractor substituted the concrete lintel in order to avoid placing shoring in the opening while the grout cured in the wall.
A couple of things to take into consideration...
