I believe the question about elements in the system to which the over-strength (OS) factor is applied is discussed in the ASCE7-16 Commentary and Figure C12.3-5. The design philosophy being to encourage ductility in those elements capable of it and avoiding it in those that are not and could...
Good morning cnorvell,
It's not that they are not considered its when. For a roof rafter or joist the gravity loads are applied to the same surface as the C&C loads and are then to be included in the loading combinations. The pivot is if the gravity load is applied to a surface other than the...
...good lord the world is conspiring against me this morning. And again.http://files.engineering.com/getfile.aspx?folder=f4ffede6-1127-4db6-b64c-27a50d274a98&file=Guide_C_C.pdf
To be clear my statement was that C&C loads are not to be combined with loads applied to other surfaces... "C&C loads are only applicable to those elements that receive loads directly from one cladding surface and are to be combined only with loads that are transmitted directly through that same...
I don't disagree that the Commentary often leads to more questions than it provides, but the separate Guide to the Provision that ASCE publishes is pretty clear as to the intended requirements for C&C loads. They are intended for use with loads resulting from application to a single surface...
Good afternoon all,
I don't mean to upset the consensus but according to the "Guide to Wind Load Provisions of ASCE7-10" C&C loads are only applicable to those elements that receive loads directly from one cladding surface and are to be combined only with loads that are transmitted directly...
When needing to use a steel bearing plate under a post what does that detail look like? Is the plate loose or fastened to the sill plate? What about the post, how is it fastened to or through the bearing plate?
Take a look at the AWC publication "Wood Design Focus". There was a series of articles by a University research group specifically dealing with deck design, anchorage, and rhythmic excitation. I believe its was in the last 12-18 months if I recall correctly.
If all you need is a better visual of the crack pattern consider just using water. As the surface dries the cracks will become visually more pronounced until they dry too.
See the attached for your use. One thing I've noticed about this Guide is that newer isn't always better. Some of the earlier editions contained more of the information that now you have to search out from the source...
Good afternoon TCSE,
Your column may be cast iron. There were a variety of proprietary CI column systems available at that time. A quick web search may turn up something you can identify.
I've regularly designed shear walls with openings using a modification of the Deikman approach as presented by Malone and Rice in "The Analysis of Irregular Shaped Structures". I like their method in that it allows including dead loads in the analysis and the procedure is simple to do in a...
Good afternoon Sperling,
Based upon the as-built locations you'll need to determine the center of resistance for the pile group (being out of tolerance will create an eccentricity from the center of load vs. the center of resistance) and see how much of an effect it has on the distribution of...
Good morning humanengr,
Probably the more compelling reason to add the extension is difficulty in getting good concrete placement in the corner and probably less so for the spalling off at the plate. With that said I think your proposed configuration is reasonable but if you are implying a...
I have an unusual condition where a shearwall panel sees a net in-plane shear due to gravity loading.
The 2007CBC Table 2306.4.1 notes used to apply reductions to the tabulated allowable shear values for loading conditions other than seismic. For example a 1.4 increase for shear due to wind...
Good afternoon Mark,
Also have a look at the source documents for AISC Chapter K that were developed by CIDECT ( www.cidect.com ). They may have some guidance on an expanded range for applicability.
regards,
Michel
