Thanks Lion. So would the 1st floor shores be overloaded or do you think that people design these to carry 3 floors?
Regarding the general question, do you believe that loosening shores and re-shoring is necessary?
I just read that last paragraph again. I jumped from the issue of shores being overloaded to the issue with the lowest beam being overloaded, then back to the "no deflection, no load" issue. Sorry for the confusion. Those are my two issues in question. Thanks again. Rob
Here is the big question: In a multi-story reinforced concrete building, do shores need to be released and "snugged up" before shoring levels above? This is what makes sense to me. This allows the beams to deflect and "carry their on load".
Let's begin with what most of us agree on...
Being in a high wind zone and seismic design category D all of the time, I have never used the emperical (or prescriptive) design. It sounds like most everyone has been ignoring the cross grain bending. JAE, one point that you brought up is one that I have never understood. Why would a shear...
I have used this detail as a mechanism to transfer shear from a roof diaphragm to shear walls. Most contractors tell me that they have never done this. They state that they have never seen this detail. Even when I thumb through "typical wood framing details" found in published literature, I...
Pound for pound, I know that tube steel (hss) is generally more expensive than w-flange shapes. I just don't know how much. Does anyone have any information on this? Thanks in advance.
As long as something is bracing the hinge, platform framing is more practical. However, I have noticed that quite a few contractors claim to "platform frame tall wall systems all the time". If there is a.) no diaphragm at the hinge location or b.) nothing "kicking" (diagonal bracing) up to...
Does anyone know of a code reference that prohibits cross grain bending as a load transfer mechanism? I have read numerous articles that state things such as "wood is weak in cross grain bending" or "this would create cross grain bending". Is there no value for cross grain bending? I know...
I understand that I need to check for all of these. My real question is this: Are the components and cladding "overhang" (simplified method-the table) values appropriate? These are very high and these are what I have always used when designing for uplift. Should I use an analytical procedure...
For a porch roof (all is open), is it appropriate to apply overhang values for design of the rafters/ trusses and connections? If not, what would be appropriate? I believe that we would need to account for positive pressure on the underside of the roof (or porch ceiling) and negative pressure...
