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Hello, When defining a general frame section in ETABS, section dimensions are to be defined. However, the section properties can also be overwritten. Are the section dimensions specific only towards weight or is there something else they correspond to? Thanks

Adding on to this, I am working in a high seismic area, so consideration must be taken to load reversal must be taken. I am inclined to reject these.

Hello, Recently we received a submittal from a contractor to use a Type II coupler that I have never seen before. The product is similar to the below link: https://www.alibaba.com/product-detail/22mm-25mm-32mm-non-threaded-coupler_1601115017072.html?spm=a2700.7724857.0.0.73ea47e1jhqzId Seems...

Hi, Does anyone know if there is anything in the ACI limiting the reinforcement ratio in a collector? Section 18.12.7.5 of ACI 318 references SMF column requirements of sections 18.7.5.2(a)-(e) and 18.7.5.3. The SMF column 6% requirement is referenced in 18.7.4.1. Thanks

Hello, What are everyone's thoughts on the RAC's decision to decouple buyer's and seller's agent fees? Will this have an effect on the engineering industry? Can we expect more buyers choosing to hire engineers to do assessments prior to purchase and forgoing realtors?

Hi, I am working on a project which will have many wall piers (ACI definition). Lw/Bw for these wall piers is less than 2.5, so the alternative requirements of 18.10.8.1 do not apply. This section references 18.7.4, 18.7.5, and 18.7.6. 18.7.5.3 calls out the maximum spacing of confining...

Thanks Luceid. I did check the tables, but I am unable to find anything even for the controlling combination.

Hi All, Does anyone know how to extract compressive stress block lengths in ETABS wall piers for each design load combination? I am only able to view this info if I am exciting a boundary element requirement, but I would like to see these values for all load combinations. Thanks

Hello, I am relatively new to light gauge steel design. Looking through AISI S100, I see no provisions for flange local bending. Does anyone know if this is referenced in any AISI code? Thanks

Hello, In ASCE 7, a minimum of 25% of the floor live load in storage facilities shall be used for the effective seismic weight. However, vertical acceleration is only a function of the dead load. Does anyone know why this is? It is rational to me that if the live load contributes to the...

Hello, When calculating the seismic demands on structures as per ASCE 7 for a regularly shaped building with different lateral systems in the orthogonal directions, the computation is done based on the primary lateral system in each of the directions. My question pertains to the shear going to...

Yes, but by disregarding the end reinforcement in compression, are you not underestimating the moment capacity of the wall and the associated developed shear in the ductile limit state? Even if not confined, the bar would still provide some compressive capacity to the flexural strength.

Hello, When designing special shear walls with no boundary elements (i.e. reinforcement at ends is not confined), do you consider the contribution of the end reinforcement in compression to the flexural capacity of the wall? The reason I am asking is because making or not making this assumption...

Hello, Does anyone know if ETABS has the functionality to display L/deltamax ratios on a color coded basis similar to RISA3D? Thanks

Thank you all! JoshPlumSE: Would you also interpret the minimum requirement of vertical reinforcement > 1/3 horizontal reinforcement as a reinforcement ratio? I see that the SEAOC does it this way, but have seen other examples that the total reinforcement is taken. The second approach seems...

Hi, How does everyone interpret the following from 7.3.2.6(c)?: "The sum of the cross-sectional area of horizontal and vertical reinforcement shall be at least 0.002 multiplied by the gross cross-sectional area of the wall, using specified dimensions." Is the gross cross-sectional area taken...

Hi, I am working on a project where the contractor wants to use a U bar with 2 seismic hooks at the ends + a crosstie (like Fig R21.5.3 in ACI 318-08) in lieu of an exterior closed tie in a special moment frame column. From my understanding of the code, this detail is only allowable in flexural...

Thanks all. I am going to purchase them as references for the SE exam and as a nice reference for work. As the page counts are not incredibly high for any one volume, I'll just purchase the pdf's and print as needed. For now, I will forgo Volume 5.

All, I am considering buying all 5 volumes of the SEAOC manual, but I'm on the fence regarding purchasing the pdf or hardcopy. Can anyone who has the manuals tell me the page count of each volume? A higher page count will sway me to just purchasing the hardcopy.

Gustavino, This is in an area with 1.5g Ss and 0.6g S1, and 170 mph wind (still on ASCE 7-05), so the client should understand that lateral loads are a big deal. RPMG, I checked IBC chapter 34. Having no drawings to create a model off of whatsoever, I cannot verify if my new D/C is only 10%...