Is the 5 kip wind load an ultimate wind load? If there are no factors applied in the global stability check, but we are using service loads, does that mean we would use a Service Wind load = 0.6*Ultimate wind, or Service Seismic load = 0.7*Ultimate seismic load.
yes - the wind loads derived in the ASCE 7 are strength level forces. so the 0.6W "load case" is bringing strength level wind back to service level wind. same with seismic
If there is no soils report the lowest value can be used in chapter 18 of the building code which gives 0 for the friction factor, but rather a cohesion and a 1,500 psf bearing pressure for the soil. I have also not seen the weight of the footing for the resisting moment and the height of the footing is also not considered, just the height of the SW itself (10 ft in this case) also the dead load is to be multiplied by a factor which varies based on the seismic design criteria. But overall a conceptually great demonstration.
Also, not sure if they apply for shear walls, but I typically use International Building Code sections 1806 and 1807 for factors of safety, soil sliding friction constant, and assumed bearing capacity if we don't have a geotech report.
Question: the moment of resistance for overturning is it not located at the center of gravity of the wall & strip footing, and the force being the self-weight of the structure (wall & footing)?
Thank you for this Video, Just one question, while checking sliding, you just compared dead load with lateral force. It should have load combinations, e.g. 0.6D+0.7E for ASD.
Is it typical to neglect soil weight above footing for overturning moments? Is it similar to reasoning for neglecting passive pressure over toe of a retaining wall?
Hi Logan, Both can be included in your design if you need to "sharpen the pencil". Both are absolutely correct to use in your design, and we typically like to use these if there are late changes in a project that cause us to push the limits of our design without resizing footings.
obviously if the footing geometry is large and supporting a large volume of soil then we would want to include that. Many designs are completely custom and should be evaluated and designed using good engineering judgement.
What if it is a foundation wall that is burried? Say an 8 below grade wall? Do you incorporate the passive soil forces induced? Or would u design from the bottom of the sill plate upward?
Do you know how to design colt shearwall with multiple opening and high aspect ratio panel with spline connectors and angle brackets as well as hood downs?
I didnt include it to keep the problem simple. But if you have live load (often times you do) then you need to apply the proper load combinations! great question
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I just want to say thank you for the great videos! Very straightforward and simple explanation!
You're very welcome!
Thank you mr.kestàvà. truly appreciate your videos.
Is the 5 kip wind load an ultimate wind load? If there are no factors applied in the global stability check, but we are using service loads, does that mean we would use a Service Wind load = 0.6*Ultimate wind, or Service Seismic load = 0.7*Ultimate seismic load.
yes - the wind loads derived in the ASCE 7 are strength level forces. so the 0.6W "load case" is bringing strength level wind back to service level wind. same with seismic
If there is no soils report the lowest value can be used in chapter 18 of the building code which gives 0 for the friction factor, but rather a cohesion and a 1,500 psf bearing pressure for the soil.
I have also not seen the weight of the footing for the resisting moment and the height of the footing is also not considered, just the height of the SW itself (10 ft in this case) also the dead load is to be multiplied by a factor which varies based on the seismic design criteria.
But overall a conceptually great demonstration.
Please make more wood structural engineering
you know it! more coming
Also, not sure if they apply for shear walls, but I typically use International Building Code sections 1806 and 1807 for factors of safety, soil sliding friction constant, and assumed bearing capacity if we don't have a geotech report.
I did not mention IBC, and i should have! The IBC is a great resource to obtain these values.
Thanks!
thank you so much David! very very much appreciate you supporting the channel !
Question: the moment of resistance for overturning is it not located at the center of gravity of the wall & strip footing, and the force being the self-weight of the structure (wall & footing)?
Can you also please do a video on design of shear wall with the hold downs.
absolutely! coming right after the 3 part lesson on seismic design
@@Kestava_Engineering Thank you! Looking forward to part 2 and 3 lessons on seismic design.
Thank you for this Video, Just one question, while checking sliding, you just compared dead load with lateral force. It should have load combinations, e.g. 0.6D+0.7E for ASD.
you are absolutely correct!
What we need to design when we finish this calc, would you mind giving me a list. Thanks
I have a few other videos that go into the design of the shear walls! check them out!
Is it typical to neglect soil weight above footing for overturning moments? Is it similar to reasoning for neglecting passive pressure over toe of a retaining wall?
Hi Logan, Both can be included in your design if you need to "sharpen the pencil". Both are absolutely correct to use in your design, and we typically like to use these if there are late changes in a project that cause us to push the limits of our design without resizing footings.
obviously if the footing geometry is large and supporting a large volume of soil then we would want to include that. Many designs are completely custom and should be evaluated and designed using good engineering judgement.
What if it is a foundation wall that is burried? Say an 8 below grade wall? Do you incorporate the passive soil forces induced? Or would u design from the bottom of the sill plate upward?
Where did you get the safety factors?
thank you
You're welcome!
Do you know how to design colt shearwall with multiple opening and high aspect ratio panel with spline connectors and angle brackets as well as hood downs?
I am not familiar with a "colt" shear wall? can you explain further?
@@Kestava_EngineeringI’m sorry I meant CLT SHEAR WALL with spline connectors and Hold Downs
So if the shearwall has large overturning moment because of height, the wall footing will not be adequate, right? You need to use deep foundation?
there are unfortunately many additional factors that come into play to determine if you need a deep foundation or not.
Do you have a group to teach them or something like that?
just my experiences and things I've learned / been taught along the way of m career so far!
Can you send me the link to how to calculate 5 kips lateral force on shear wall tip?
th-cam.com/video/rmUZ5MFuGEA/w-d-xo.html
is that what your looking for?? just let me know if you need something different and ill do my best!
@@Kestava_Engineering 1:20 You said you are not going to cover how to get 5 kips in this video.
Are the 5 kips coming from the roof dead load / uniform load
its lateral loads induced by wind load. good question!
My question is: how do you get to the 5 kip force if is not given to you in the problem
i go over finding lateral demand in some of my newer videos Jeff! check out the design of wood diaphragm!
what video shows you how to find the 5Kip load at the top of the wall.
I have some newer videos where we determine lateral loading on a structure! check out my wood diaphragm video!
why there isn't Live Load ?
I didnt include it to keep the problem simple. But if you have live load (often times you do) then you need to apply the proper load combinations! great question
also if you can explain what is qref? I mean, as far as I know, we should compare qmax and qmin to qref, right ?@@Kestava_Engineering
Thanks!
No problem! and thank you for the super thanks! I really appreciate the support