Wood Shear Wall Design Example - Part 3 of 3
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- Äas pĆidĂĄn 9. 09. 2024
- well well well, PART 3 of 3 for the design of a wood shear wall with Team Kestava has arrived. Take your seats kiddos and buckle up!
You KNOW what to do, test run today's video đ 11:07
The team gets into hold down design for wood shear walls, we also talk in depth about how to specify hold down products, proper load cases for over turning moment calculations, and way more. Just about everything you need in order to design your first wood shear wall as a new engineer, or to pass your wood design exam in college.
As always I'll be walking through the appropriate codes and providing a little extra content relating to design considerations that we have to make regularly in the professional engineering world.
Part 1 here đ
âą Wood Shear Wall Design...
Part 2 here đ
âą How to Design a Wood S...
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Thanks a lot for the shear wall design series. l got my BS in civil engineering 50 years ago and left civil engineering for software after one year of highway design. Now I am in thrust back into it as I am trying to get a building permit for a 9-foot door leading to a sun room. The city plan checker and the designer are arguing and you have shed a lot of light on the issues, so well that even an old timer like me can understand it.
YES John! thats what im talking about! send me an email if you need any input on your sunroom plans and id be happy to give my 2 cents
Thank you so much. Very informative.
I am renovating an old wood frame house in Pennsylvania. It has not moved or been damaged in about 150 years of weather and storms. The whole house sits on stones and blocks. The "sill plates" are squared off trees or rough sawn 12 by 12 lumber right out of the nearby forests.
How did this house possibly survive in one piece over the years?
This is high value content!
You tube is a great platform for great teachers to do their great teaching.
thank you!
Yes will get to the hold downs for a bridge
i dont do bridge design so unfortunately I wont be able to do a video on them anytime soon. sorry!
thanks!!
This is on point. Thanks for the vids! Could you do a SW example with vertical irregularity (SW not stacking), design of transfer beam and how the load path work from there?
Great suggestion Huni, consider it added to the list!
You are an absolute angel! I watched all 3 videos with so much excitement and notetaking. I have tried learning structural in other ways and nothing comes close to your ways of explaining.
Do you know what all changes when the wall height has a increasingly slope to it? Does it factor into a different Eh calculation?
You're so welcome! Your comments really do mean a lot! When the wall slopes its typical to take the mid height of the wall and run calculations this way.
Great video,,
Glad you enjoyed it
Thanks bru đđŒ
Any time!
Can you go through an epoxied all thread design using a Simpson epoxy/catalog?
I'll add it to the list! great topic!
You are awesome
Can you use the dead load of an exterior finish? For example, lets say you have an exterior stud shear wall that has brick and this 3-story building is over 30', so not all the brick can go to the foundation. Could you use the weight of the brick as DL to help with the hold-downs? Or would it be best to just use the weight of a normal stud wall (10psf) regardless of any exterior finish?
What software do you use for seismic design ? ETABS , SAP2000 ?
both are great! but I lean more towards ETABS
@@Kestava_Engineeringdo you use any other software for wood design ( wood frame , wood floor , wood roof etc ? I would like to know.
Can you please tell me how did you select worst case for load combinations ?
I chose it based on the load combination from ASCE 7-16 chapter 2. in this case i just assumed seismic controlled over wind for the example. Check out part 1 to hear more about the load combinations! thanks Jeet
@@Kestava_Engineering Thanks for responding back. I got that part but my confusion was about picking the load combination 0.6D - 0.7Ev + 0.7Eh because there are three options in the section 2.4.5 and you called it worst case scenario isn't 1.0D + 0.7Ev + 0.7Eh would be the worst case ?
@@JKS323 for the design of hold downs, the dead load acting on our shear wall actually helps counteract over turning forces which then results in lower hold down forces. so the equation using 0.6D reduces our effective dead load resulting in higher hold down forces to design for. The -0.7Ev means the vertical component of the seismic forces are acting upward in this load combination which would add to the overall over turning forces. that is why this case is worst case for hold down design. if we designed the compression post at the end of the shear wall - the worst case would be 1.0D + 0.7Ev + 0.7Eh to design the compression element. I hope this helps!
@@Kestava_Engineering That's what I thought too but thank you so much for confirming.
when you did overturning moment about A, how come you didn't include E sub v?
Hi Nesllin - I subtracted the factored Ev at around 7:00 to get us the least amount of weight providing the minimum case for resisting moment. Let me know if this doesnt make sense! thanks!
@@Kestava_Engineering Omg, I didn't realize I completely missed the M_resist
Thank you so much
:) thanks mate
When designing for just windload and not seismic, is the design process the same?
@@jorgegalvan3200 very similar just different loads. also you dont need to worry about your overstrength factor.