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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...

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...

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...

In the EBF, AISC 341, Example 3.15 page 3-120 Why the redundancy factor "roh" was not considered in the load combinations even though it is given 1.3?

Problem 450: 1- What load combination is this 1.2D+1.0E+1.0L besides they added both Roof live load "Lr" and snow load "S" even though you have to use only one of them in any load combination. In the load combination they used 0.9D+1.0E, the dead load and seismic load supposed to be subtracted...

In the SCBF 1- Should we consider the whole seismic force on one side of the SCBF or should we divide the Seismic force and apply each half on each side of the SCBF? 2- If the SCBF is subjected to gravity loads (Dead + Live), should we consider the bracing to support part of this load or...

According to ASCE 12.3.3.4 page 125, we should increase the design force by 25% due to irregularities. Does Diaphragm nailing with shear walls (boundary nailing for example) is applicable to this 25% increase in the design force. Thanks

Does Table 4-22 in AISC page 4-318 for column design, valid for the following cases? 1- Compact, non-compact, and slender sections 2- WT, single angle, and double angle sections

Minimum reinforcement ratio in masonry walls with single layer of steel ƍ = As/(b.d) or ƍ = As/(b.t) b = width of wall, t = thickness of wall, d = t/2 In concrete there is no big difference in the two equations but in masonry there is big difference, so which one is the correct one?

Do the columns in the Building Frame Systems come under (pertain to) "the members not designated as part of the lateral-force resisting system" in ACI 21.11, page 336 ? Thanks

What is the significance of the Effective width in Masonry wall design? In other words, how the effective width selection "Based on MSJC" would change the results, something like As in2/ft Thanks

If you have 4 story building, the building has shear walls in the upper 3 stories but it does not have one i the first story. Do you consider this Vertical Irregularity Type (4) or not?

I have the following Survey Books for Sale: 1- Surveying for California Civil Engineering License, spring 2008 by Shahin Mansour, $50 2- and surveying practice exams and solutions, spring 2009 by Shahin Mansour $30 3- Civil Surveying Review Workshop, Fall 2008 by Reza Mahallati, $40 4-...

Does anyone buy this book "SEAOC Blue Book Seismic Design Recommendations"? What do you think about it? 1- Is it different from IBC and ASCE? or it explains them? 2- Will it be useful for SE III WA exam? Thanks

If you have 3 story building, Response medication factor for the first floor is R = 5, the second floor R= 4, and the third floor R = 3. What is the design value of the response modification factor for the first floor? Some Reference used 4 and the other used 3. What do you think? Thanks

If you have 3 story building, Response medication factor for the first floor is R = 5, the second floor R= 4, and the third floor R = 3. What is the design value of the response modification factor for the first floor? Some Reference used 4 and the other used 3. What do you think? Thanks

Can Civil Engineer design PRIVATE schools in CA or it has be done by Structrual Engineer as PUBLIC schools? Thanks

Does the Civil Surving Example Exams by Peter Boniface (PPI publication) the same level of difficulty as the actual exam or it is more difficult or less difficult? Thanks