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So, I checked with the RedBuilt and told the contractor to cut out the strut bracing where it interferes with the blocking.

I have a high load 5/8" plywood roof diaphragm with 2 rows of 10d edge nails at 3" oc. The framing is Redbuilt Red-W trusses. The placement of some of the strut bracing prevents the placement of the blocking at the panel edges. In one location this situation happens for 50 linear feet. The...

I have used interior and inside face before but really struggled with what to call it for a site retaining wall. I like "weather face" as well, thank you msquared48.

KootK, That is pretty good. I haven't been able to come up with anything and have heard a few other people stumble when referring to the exposed face as well. I appreciate it.

Does anyone have a good term for the face of a retaining wall that is not the soil face? Thanks in advance!

jayrod12, That is perfect. I really appreciate it.

Simplified Situation I have two cantilevered steel columns that are spaced apart from one another. I have a steel cable running from column to column. If I apply a load perpendicular or normal to the cable, how do I determine the axial force in the cable? Actual situation I have five...

Simpson has a new "SWDC" screw on page 184 of their 2013 catalog. You can use one screw from the top plate to the truss or rafter. It is a lot faster than installing ten nails for an H2.5A so we have started specifying those on our projects.

BA Retired, I have attached a detail showing the beam to column connection. My thought in changing the column to a beam was to satisfy your dislike of using a lag screw for withdrawal from end grain and steer you back to my original question about compression perpendicular to grain. Without...

I have attached a PDF showing some of our gable end details. All the details show a gable truss. The first two details are for a smaller overhang and show the "outlookers" flat. The second two details are for a larger overhang and show the "outlookers" on edge. We use the bracing details when...

BAretired, Let's pretend that the 6×6 column is actually a 6×16 wood beam and I have the same question. Do you have any additional thoughts?

I want to attach a wood beam to a wood column using a lag screw with 12" embedment into the column, not including the length of the tapered tip. I am expecting the lag screw to resist withdrawal only. The beam is a 6×12 DF #1 and the column is a 6×6 DF #1. The lag screw conforms to A307 grade A...

amec2004, I appreciate your comments.

dlclarkii, I have seen schedule 10 and 20 pipe used on a few residential projects before. I was asked to verify existing member capacity and them members were ok based on my calculations. The pipes had been in place for a few years which obviously doesn't mean they saw the design loads, but...

amec2004 I understand and agree on the column base Pin or Fix issue. You said, "It's a bad thing if your anchor bolt calculation counts on head bearing while the bond stress always mobilize ahead of head bearing." My question is why? You said, "What's the point if you calculate your anchor...

Thanks to all for their great comments. amec2004, 1. I am having a difficult time understanding why having additional resistance is a bad thing. It seems like it would be conservative. Now if your concern is that under load the bond between the threads and the concrete will suddenly break...

amec2004, We are still on the 2006 IBC here in northern Arizona which means we are using the 2005 ACI. You made the statement, "The anchor rod shall NOT be all threaded and this will create a big problem." Your arguments supporting this statement appear to be based on a loss of pretension and...

At a steel column to concrete foundation and similar attachments, our office generally specifies an all thread rod with a nut-washer-nut at the bottom as opposed to a headed bolt. Portland Bolt has an article on their website stating that their testing indicates that an all thread rod with a nut...

Thanks for the responses everyone. I appreciate the help. I am planning updating this and future project specs to require a tighter spacing for the control joints when 3/8" aggregate is used.

The contractor asked me if he could use an equivalent strength "grout" instead of "concrete" for a concrete retaining wall I designed. What he is asking is if I will approve the use 3/8" aggregate instead of 3/4" aggregate. He wants to pour using a 2"Ø hose with a grout pump instead of using a...