I have a building with 1972 plans that call out robertson decking, QL-wkx /20-20 and /16-16 (in raceway span only). Its an old bank building. I am trying to find shear capacity info for the bare deck at the raceway with runs the full length of the diaphragm. We are modifying the square floor...
Quick question. The AISI 213 Lateral Design Doc gives tabulated values for 1/2" Gyp sheathing. My architect wants 5/8" gypsum. Can i use the 1/2" values?
I know sheathed system capacity is all about fastener slip in the sheathing, so i could see the added gyp thickness affecting these values...
i am using 2.4.2 as you note which wants the 1.5 Fa to be added to combos 5, 6, and 7. Combo 7 has 0.6 D. We are coastal A Zone. I think the 1.5 Fa should be considered for the horizontal loads on walls etc. because the horizontal force has a dynamic component that is not completely predictable...
SlideRule - would you use 0.6 Dead and 1.5 Fa when looking at bouyancy? this is a safety factor of 2.5 effectively. Also to confirm what you are saying, you do not take additional displaced water depth for the Foundation thickness?
My current approach is to use the 1.5 Fa but with 1.0 Dead...
I am working on a similar issue and have read thru the thread. My problem is a little worse though. The project is in the low country of south Carolina, Charleston county. I have a Gatehouse to a community to design and b/c its a gatehouse can not be elevated. I have a 9ft differential from FF...
I have seen some submittals better than others. I do like the idea of having the LG designed and done as part of the building permit drawings, i just don't know if the Arch's will pay any extra for that service. I know some jurisdictions are changing what can be a deferred submittal, not sure if...
XR250 - thanks for the input. I always do gut check on sizes that tha architect is thinking will work. Not good that others don't do this. As EOR i feel i should have an idea of what the LG members will be for a given condition. Looking up spans for headers, floor and wall members is pretty...
Thanks for the input. I would typically show LG MTL framing in my slab edge and other appropriate sections / details that indicate if the studs are passing by vs. stopping/starting floor to floor and generically show slip vs rigid conditions. I also include notes for items attached to the...
I am trying to streamline my documentation process and would like to ask the SE community what they do to cover Light-guage metal framing as a delegated design item.
We typically indicate the LG Mtl Framing is to be performance designed by a licensed engineer in our spec and in our plan notes...
I am new to Time-History analysis and have searched the web for a simple explanation of what the computer is doing during a modal time-history analysis and come up empty.
Can an expert out there quickly explain what is occurring during a modal time-history analysis?
I total understand a modal...
Thanks on the Chapter 16 exclusion of ASCE 7 Chapter 14.
IBC 2012 Chapter 21 (Masonry) 2107 and 2108 give some added provisions for lap splices.
In ASD 2107 notes the 72 db max as you mention, but also gives the 50% increase if stress is more than 80%
In Stength Design section 2108 notes no...
In reviewing Masonry detailing for a project slated to have special reinforced masonry shearwalls in SDC D i have come across a detailing provision that requires no lap splices or weleded splices within the plastic hinge zone of a Special Reinforced Masonry Shearwall.
ASCE 7-10 section...
