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as a side note i now have the 2009 LEED reference guide and study guide available for purchase.

Klip Here is what I did New diaphragm = (686/60) New walls = (686/40) Drag force at line 2 = New diaphragm * 20 4Drage force at line 3 = (New diaphragm *40) - (New walls * 20) Use the larger force Hope this helps

When I designed # 3 using the shear capacity, I got answer "A" but it does not make sense to me because we should use SC connections for fatigue loading. Steel Problem How did you deal with the concentrated load on the 1/4 and 3/4 length of the beam of the beam? how did you distribute this...

#3 I thought that since the section dimensions and weld are given in the problem, I got the shear capacity of the section and I designed the bolts based on this force. Steel Problem: - Did you use the bracing to support any of vertical load (dead + live) ? - To design the beam, the axial...

Thanks all So are the values in Table 2306.4.1 IBC are valid for intermediate studs with spacing 16" or 24"?? how do you usually determine the spacing of the intermediate studs?

Yes

Thanks again mjbikes 1) This chord is working as collector in E-W direction but in the problem they neglected the seismic in E-W direction and they designed for N-S direction only. This chord can be designed using omega node if it is designed to resist the collector force in (E-W) direction...

Thanks a lot Kevo and mjbikes for your time and effort to answer my questions. 2) ASCE 12.12.4 says the following: For structures assigned to SDC "D" "E", or "F", every structural component NOT included in the seismic force-resisting system in the direction under consideration shall be...

Thanks mjbikes 1- Sorry it's my bad. I should say I know Omega nods is used with drag struts not CHORDS instead of collectors. So, my question is still valid why they used omega node to design the chord. 2- What I mean by my question why in the analysis the solution did not consider a...

Thanks Kevo for your reply but what is the typical spacing for the intermediate studs to use Table 2306.3.1 IBC?? Kevo, do you have any thoughts for questions in my other thread SEAOC V.2?? Thanks again

How do you determine if the wood shear wall needs blocking or not? and if it does need blocking, what is the typical size and spacing of the blocking? Is there any thing in IBC or NDS codes about that? Also, what is the typical size and spacing for blocking in diaphragms? Thanks

I have the following questions about SEAOC V.2 1- Example 1A page 27 Why the over turning moment was calculated using "omega node"? There is nothing in the code says that the non-continued walls should be design using omega node. As far as I know, the columns support this wall should be...

I have the following questions about SEAOC V.2 1- Example 1A page 27 Why the over turning moment was calculated using "omega node"? There is nothing in the code says that the non-continued walls should be design using omega node. As far as I know, the columns support this wall should be...

Hormis, SEAOC calculated half of the area and then multiplied by 2 but they used the beams for only ONE Frame. In AISC 341, there is similar example, they calculated the whole area and used the beams in the TWO Frames. If you follow AISC steps you will get double the value.

Thanks Hormis I thought the same thing but if you check the AISC, there is a similar example but they did not divide by 2. That's why I am confused.

In SEAOC book V.3 page 141 To calculate the stability index "epsi sub i" they divided by 2 . I really do not know what the 2 used for? I do not think the reason that there are 2 frames in the NS direction since in AISC 341 page 4-45, there are 2 frames in the problem but they did not divide by...

This is the reaction from the wall to the roof due to wind load.

When you check the min positive reft you should include the negative reft with you which is already more than Asmin. I hope this helps. BTW, Do you have any thoughts about my thread "Column Stability"?

Thanks a lot Kevo for your answer I was thinking in the same way you are thinking but If you check the example in AISC 341, you will find that they calculated the Pi load for the WHOLE floor (the same as SEAOC) but they did not divide by 2, even though there are 2 frames also.

Anyone??