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  • Users: dadomago75
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  1. dadomago75

    Post tensioned slab - tendon coupler

    Hi All, I looked everywhere but I couldn't find any specific information, and when I found some info they were kind of contracting each other (or maybe it would be better to say that they did not agree). 1 - do couplers always have to be at slab mid depth? (I don't think so). 2 - do couplers...
  2. dadomago75

    ETABS - mass participation ratios

    Hi all, I have a complex model with a weird shape that gives me problems. I managed to run the Modal analysis using Eigenvalues algorithm but the mass participation ratios comprise a big component of RX RY. According to ETABS analysis reference manual UX UY UZ RX RY RZ are about the center of...
  3. dadomago75

    ETABS 2016 - Diaphragm forces

    Hi all, I am relatively new to ETABS although with extensive experience in FEA, and I am a bit puzzled about the results that ETABS provides compared to what is described in the CSi documentation. I am analysing an eccentric building where the first mode is torsional (activates 37% of mass) and...
  4. dadomago75

    FHWA-IF-99-015 - GROUND ANCHORS AND ANCHORED SYSTEMS

    Ref to thread255-282878 I have created a spreadsheet to calculate the embedment depth of a bored pier in sandy soil. I get same results as per Design example 1 for formulas B2 and B6, but different values for B4 and B5. There is something not quite right in formula B5; the units are not right...
  5. dadomago75

    RAM Concept - Flat slab ductility failure

    Hi everybody, I am fairly new to RAM Concept but I already got hands on most of the Layers to check. I am currently dealing with a flat slab with few transfers. It is ok for strength, but has few localised ductility issues that I can't solve. I tried to reduce the number of strands (to the...
  6. dadomago75

    Lateral spring stiffness

    I appreciate any opinion or suggestion on the following matter: I have to design a cantilevering retention system for a 7m excavation on a fine to medium clayey sand at founding level. Unfortunately the geotech report specifies just the soil pressure profile to adopt for the structural design...
  7. dadomago75

    ETABS 9.7.4 - Wall stiffness modifiers

    Hi everybody, please help me cause I'm getting frustrated with all these different explanations! I read a lot about stiffness modifiers for shear walls (CSI website, ATKINS manual, Eng-Tips forum threads....), but I have some doubts about what they report because they say different things, and...
  8. dadomago75

    Strut and tie - AS3600-2009

    I hope someone had ever though about this: clause 7.2.4 bursting forces have to be checked for SLS and ULS using two differend divergence angle, 26.5 for SLS, and 11.3 for ULS. Say that for a strut action of C = 1 KN, the ultime action is (average) C* = 1.35 C, and applying the divergence angle...
  9. dadomago75

    PT slabs - Minimum revers radius in tendons profile

    Hi mates, i'm new to this forum, and i'm new too to pre-stressing and post-tensioning(:I, so please be patient :-) I'm designing PT slabs with RAPT and i can't find anywhere information about how to define the minimum reverse radius for tendons. I mean, is there a thumb rule to decide the...

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