I have a residential project that uses Premier SIP panels for the walls in CA seis. design cat D.
My question is related to the attached ESR reports for Shear capacity.
The report does not state if the values are nominal or ASD.
If they are nominal I would reduce the values by .5 to get ASD...
With the code changing in California on Jan 1 to the 2022 CBC/CRC etc.. I discovered today that Enercalc will no longer support the CBC only the IBC!
Now I have to find some new software for the office.
Can someone recommend structural analysis software with the same capability or similar to...
I have a single story residential project in CA, seismic design cat D. All of the municipalities have farmed out plan review to 3rd party agencies that throw the book at the plans during a review.
My current review is asking me to "At the horizontal diaphragm offset provide continuity ties in...
I am attempting to design anchorage for industrial shelving units anchored to concrete inside a commercial building.
My understanding is I will be using section 13.3.1. ASCE 7-16.
I'm having a little of a terminology issue though with "z" and "h" in the formula.
The height of my shelving unit...
thread507-376146
I'm looking for a design example or software for analysis of a special reinforced concrete shear wall for use in single to two story residential application.
Specifically in California Seismic Category D and higher.
My typical application is an ICF wall.
Thanks,
For a standard segmented wood framed shearwall, is there a maximum opening size allowed prior to analyzing it as a shearwall designed for force transfer around openings. I have a 12" exhauset pipe from a propane fireplace exiting through my 4' shearwall. The building department is requiring a...
I'm trying to do a drainage study near Lakespur, CA. They rely upon DOT design rainfall intensities. From a map called "I" am to look up my area and take from that a number. In my case the number is 1.4. From this number I'm to determine the 10 year and 100 year event. The problem is that I'm...
Switching over to the new code (CBC2007 VS UBC 1997). What seismic response modification coefficient (R) should I use for a bearing wall system that is designed out of logs? I can't find anything in the ASCE7-05.
Switching over to the new code (CBC2007 VS UBC 1997). What seismic response modification coefficient (R) should I use for a bearing wall system that is designed out of logs? I can't find anything in the ASCE7-05.
I am new to the ASCE-7-05 code book. I need assistance in determining big "A" for effective wind area.
Say I have a residence that is 10' wide, 20' long and 10' high to plate. What would "A" be for this? Basically I'm confused as to the description and how it's calculated.
