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There will be a footing (not thickened slab) under the load bearing walls.

Does anyone have any bad experiences with placing Slab-on-Grade control joints under load bearing walls? Should this be avoided? I know Slab-on-Grade control joint placement has been discussed before, but I don't see where this particular issue has.

The members will be used as exposed outriggers around a builder, thus the spans are really short. Again, does anyone know where I can find design values?

I have a client that wants to use Eastern Red Cedar for exposed rafters. The 2015 NDS does not specify design values for Eastern Red Cedar. Does anyone no where I can obtain these design values? The NDS does specify Western Red Cedar.

side 1 and side 2 being the width of the column base plate?

Punching shear on an elevated composite deck is based on a critical perimeter sort of like a footing. Does any have the formula for calculating the critical perimeter?

oldestguy: Agreed...

Problem found...We did not check the box for "the stem base is pinned", creating a pin, pin condition. This solved the problem. Also, we can and really should have used the tables in the IRC.

Actually our design is a restrained (at top) wall and not a cantilever. We do specify to backfill after floor joist have been fully installed, so this is a pin, pin design. With a restrained wall and sliding prevented by the basement slab, does bearing pressure becomes more a factor?

We are designing a new home with an 8 foot tall basement retaining wall. Currently, we do not have a soil report and the client does not plan to obtain one. We designed the wall for an assumed soil bearing capacity of 1500 psf and the footings are approx. 60" wide. Needless to say, the client...

The loading on this system is approx. 20 kips. The system is going in a school gym behind glass curtain walls. I don't think it should see a considerate amount abuse. The AISC Table 15-6 does specify loading for rods and turn buckles. thaidavid40, are you saying you typically use only 20% of...

The rods and turn buckle will be used as tension members in a braced frame under seismic loading.

Could someone share a good reference procedure on design of turn buckles and rods?