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Thanks, guys, for the convo! If I sum up what y’all are saying, there’s really no point in designing the column as pinned support. Gotta say, I’m totally with @jayrod12 on designing the slab with pinned column supports—it makes sense for balancing moments in the slab. Stay solid, y’all! 💪

Thank you @HTURKAK, but how do you handle this situation?

Hi to all, I am currently working on the design of a single-storey reinforced column supporting a reinforced flat slab. The slab is subjected to vertical loads only, with no horizontal forces (e.g., from wind or earthquake). The structure includes both exterior walls and interior columns, with...

Hi to all, I’m have problem with large reinforcement area over columns in flat slab (30cm thick and 8.3m span). I’m in search for some guides how to model column supports to reduce peak hogging moments. Can you help with ASCE provisions or any other guides, practices in USA. I’m already found...

Hello everyone, I'm wondering if there are any concerns in placing Ø25 (#8) longitudinal/tension bars in 40cm (15.7inch) spacing in 100cm (39.4inch) thick mat foundation? This reinforcement will be placed in foundation areas where bending moments do not exceed cracking moments (the resistance...

BTW, I'm talking about reinforced concrete shear wall and beam.

Still confused about beam design... 1) Ok, connections should be design with elastic earthquake force multiplied with overstrength factor!? 2) But still don't know on which load should I design the beam under the shear wall? Elastic earthquake force should be divided or multiplied with...

Thank you @HTURKAK...ASCE-7 is something that I am unfamiliar with, so I am a bit confused. When looking over Vertical Irregularity (12.3.3.3 Elements Supporting Discontinuous Walls or Frames) articles, I discovered that an overstrength factor should be applied. What does that mean? The elastic...

Hi to all, I am wondering how to design concrete beam which support shear wall loaded by earthquake. According to capacity design I have to protect the beam from collapse and avoid plastic hinges formed in the beam. Okay, but which reduction factor should I use to calculate earthquake force...

Hi to all, I'm wondering what's the theory behind limiting the length to width ratio between joints in a slab on grade? It's widely known that the ratio of panel length to width shouldn't exceed 1.5. Panels with excessive length to width ratios are likely to crack at the mid-panel point or at...

Hi to all, I'm wondering for shortcut to Set Elevation View in Etabs? Is there any other way than pick desired Elevation view from the list offered by Etabs via View menu > Set Elevation View? Picking from the text lists is very time consuming, especially in cases with a lot of saved Elevation...

Hi to all, I'm wondering why each ground slab-panel shall be kept as square as possible? Maximum length to width ratio should be less than 1.5:1. What's the theory behind this rule of thumb? Thank you for all comments

Thank you JasonMcKee71, But I don't understand you right. I still don't know how to correctly apply Absolute Directional Combination Scale factor under Load Case Data tab in Etabs (Directional Combination Type=Absolute). What that factor means? CSI help state: Absolute Summation option...

Hi, I'm trying to correctly assign Absolute Directional Combination in Etabs...but it seems that I'm not on the right way. In Load Case data (Type=Response Spectrum) I defined two acceleration. Direction U1 and U2. Then I assigned Absolute Directional Combination Type...and assigned 0.3 for...

Thanks everyone for the valuable input. Can you recommend me some design/installation guides/recommendations where I can find allowable sag/recommended initial tension? Thank you in advance

Hello, I'm wondering how to correctly design wire rope bracing? How to define initial (pre)tension, should I include/neglect self weight? Any comments/guidance are highly appreciated. Thank you in advance

But which (how many) mode shapes should I account in Response Spectrum Analysis? Just main mode shape or should I follow 95% modal participation mass?

Yes, we're talking about roof braces. The main lateral system are concrete columns without any vertical braces (inverted pendulum). I'd like to connect the column on the roof level to prevent them to swing "for themselves".

Hello, I’m wondering how to correctly estimate/calculate the right axial force in industry hall roof brace (with only tension forces)? Hall main elements are concrete columns (without any shear walls). Roof is made from soft steel sheets which I can’t model as rigid diaphragm. Will modal...

Hello, I’m wondering how to correctly model wood frame shear walls (sheeted from both sides) to get best estimation of axial forces in (edge) studs. I’m working on 4 storey building where gravity load will govern the design since there are low wind and earthquake forces. I’ve decided to model...