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  1. UcfSE

    EN 1993-1-9 fatigue and SCF's

    When finding design stress range, I understand we should account for stress concentrations. 1. My question pertains to the hot-spot method (geometric/structural stress method). When applying SCF's (stress concentration factor) to FEA results, is the SCF meant only to capture the non-idealized...
  2. UcfSE

    PSD scale factors

    I'm modeling a small structure that is part of a large maintenance vehicle. The hood is to receive an additional load, and I am evaluating the hood and supporting frame for suitability and need for reinforcement. I have PSD data derived from accelerometer data, with gauges placed on the vehicle...
  3. UcfSE

    Specifying EN materials

    I have a project for a fabricator in the UK. How do you spec materials there? In the US, I would specify the ASTM's for whatever I want. I have the EN 10025 for properties, but I don't know if there's is another governing spec or if I would specify "EN 10025-2 S355" and that's adequate across...
  4. UcfSE

    ASCE 7-10 Figure 30.6-1

    h = 60.5ft. roof slope = 9:12 (36.87 deg), monoslope. What figure would you use? The angle is too steep for this Figure (30.6-1) and for Figure 30.4-5B (slope <= 30 deg and h <= 60ft). Any advice for getting GCp values?
  5. UcfSE

    Thermal loads

    I've looked through the help, and website, and google. How does RISA account for joint thermal loads? Can these be factored per ASCE in the TL basic load case? It doesn't seem there's a way to input a joint temperature and associate it with a load case. I've been using the T uniform loads...
  6. UcfSE

    Fixed ladder and ships ladder live loads

    I've come across some debate within the company I'm at concerning live loads to be applied to ships ladders (with treads) and fixed ladders (with rungs). OSHA 1926.1053(a)(1)(iii) provides minimum loads for ladders, as does ASCE 7-10 chapter 4. When engineering ladders, I would expect to use the...
  7. UcfSE

    Gravity members participating in mode shapes

    I'm rather new to ETABS. I have a shear wall structure with steel gravity framing. I'm getting the steel gravity columns participating in the mode shapes of the building. How can I keep the gravity members out of this, any advice? The steel columns are creating mode shapes in bending...
  8. UcfSE

    Changing material of line members

    I'm new to ETABS so please bear with me if this is a dumb question. I need to change materials for some of my members. I have three steel materials created, named A36, A992 and A500B. Right now everything is A36 (I started with someone else's model). How do I assign a new material to members...
  9. UcfSE

    CIP Wall Control (Contraction) Joints

    Please see thread592-231626 I'm just looking for some advice or rules of thumb for placing wall control joints in cip concrete walls.
  10. UcfSE

    CIP Wall Control (Contraction) Joints

    I'm looking for some rules of thumb or advice on placing vertical wall control joints along a wall length, considering openings and proximity to corners. I have the PCA document "Building Movements and Joints" but it didn't cover everything as thoroughly as I'd hoped (about 3 pages). We don't...
  11. UcfSE

    Special inspections

    What is the extent of the special inspection information you typically put on your plans? A little, a lot, in between, specific sections of the IBC, by reference or repeated? I'm looking for input as to how and how much others convey this information.
  12. UcfSE

    Framing perpendicular to joists at wall connection

    re: steel joists, steel deck diaphragm, concrete walls, moderate to high seismic area Is there a need for framing perpendicular to steel joists, parallel to the deck, for the first few bays between joists at wall connections? Does the deck try to take a compressive force from the wall? I've...
  13. UcfSE

    Seismic embed plate design for gravity beams

    Occupancy category IV, Ss=0.89, S1=0.31, 2006 IBC, ACI 318-05, PCI DHB 6e, V=145mph, Puerto Rico, f'c= 5 ksi, 8" cip walls I'm having some trouble meeting the ductility requirement at an edge condition for embed plates in a concrete wall supporting steel gravity beams. In a field condition, no...
  14. UcfSE

    modeling parapets and stairs

    Are we able to model walls that have parapets of different heights that happen at discrete locations, not gradual? I want to model the change in wall height without having the top of wall slope across the wall length. I would also like to model a cip stair slab if possible. Can we place slabs...
  15. UcfSE

    Seismic data on plans for metal buildings

    The IBC requires certain seismic data to be on the plans. When dealing with a metal building system, we won't know some of that data until after the metal building engineer has determined it. How do you typically handle this on your plans, "TBD by metal building manufacturer" or something else?
  16. UcfSE

    Who does the work?

    Just that: in your office do engineers or designers/techs/drafters do the primary input for the model? Just curious to how other offices handle this. We are in our first BIM project in our office.
  17. UcfSE

    Clerestory roof

    What would be some concerns with this style roof in a moderate seismic region with high wind (US VI)? I'm thinking diaphragm irregularities and dealing with shear transfer, maybe some ductility issues with columns. I'm just looking for some ideas or advice on what to watch out for...
  18. UcfSE

    Wood framing plan graphics

    I haven't done much wood design as far as generating plans, and am interested in how you typically show information on plan sheets. How are walls shown graphically? Do you pick a hatch? Where do you show connectors, in a schedule on the plans or in details? Do you put framing member sizes...
  19. UcfSE

    Green roof live load

    ASCE 7 specifies 100 psf live load for special purpose roofs. Would you consider a "green roof" to be a roof garden as noted near the end of chapter 4 such that the special 100 psf live load is required? For this puropse let's assume that people are not meant to walk on this roof; it's...
  20. UcfSE

    Fasteners in coastal region

    The project in question is located on the Gulf coast, roughly 50 feet or so from the water. In addition to the main structure, we will be adding a boardwalk, gazebo, dune crossover and the like. Would galvanized fasteners or SS fasteners be better in this situation? What type of SS would we...

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