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Can you anyone recommend any good/great companies who sell structural CAD/Revit details including steel and concrete details? Thanks,

Thanks for replies. Those spreadsheet/programs are not what I'm looking for. I'm looking for a spreadsheet or small software that can calculate lateral seismic forces for tools/equipments sitting on the ground/floor with four foot legs typically and restrained by brackets, and then design/check...

Does anyone know and recommend what kind of small software/spreadsheet that can design tool seismic restraints (anchors)? Thanks a lot,

I'm designing a catwalk, use 1/8" steel plate for 1'-8" deck span. I calculated 1/8" steel plate is OK for 300 pound concentrated load over the 1'-8" span. But someone told me 300 pound concentrated load does not work on 1/8” plate per Building Code of New York State. Minimum 3/16" steel plate...

I use 0.14 as the fuel characteristic constant in the venting equation of NFPA 68 to calculate the explosion relief area for trichloronsilane (TCS, flammable gas). Is it proper? Should I use 0.17 (maximum) for it? I'm design a HPM room and have a very limited exterior surface area I can use for...

Thanks a lot for information.

When calculating the actual vent area, should the frame area of vents be deducted from opening area? Thanks,

Thank you guys for all inputs. They are really helpful to me. I agree with civilperson and will use this method to design my trusses. Thanks,

Anyone may give better suggestion on the connection if steel tubes are used as vertical webs and diagonal webs and W-shapes as chords set vertically? I am thinking to notch tubes at ends, weld two gussets to the notch, and weld one gusset/T-shape to flanges of chords, and then bolt them...

Built-up channels is an option but the fab/cost is a concern. Nobody want to pay extra dollars these days.

I can't use open web box beams since there are lots of purlins running at 4-6' O.C. and connecting to the webs of the top and bottom chords. Also, the top chords at the roof level are slightly sloped more than 1 deg. I just checked my STAAD analysis. It looks like I am not luck enough. The...

I don't have my steel manual at hand now. I'm afraid that standard largest double channels might not be strong enough for the compression of 700 kips for 35 ft long webs.

slickdeals, yes, the chords have got to carry 60-90 psf loads for 28 ft distribtion width. I can't place any intermediate bracing at those webs because mechanical ducts run through those spaces.

slickdeals: Actually the whole length of my trusses is 336 ft long but there are supports at the mid-span of the whole length of 336 ft, either by columns or by other deep trusses. Yes, 28 ft deep is for mechanical facilities and duct placements. I don't like to weld gussets to the flanges of...

Thanks for replies. kslee100, what do you mean an open web tube? My loads are a little big larger. I am afraid of open web tubes are probably not strong enough. I think double chanels for webs is a good way too. My trusses have 9 vertical webs including two ends, and 8 diagonal webs which are...

Any suggestion on how to break the top and bottom chords is greatly appreciated too. Thanks,

I am working on connection detailing of very long custom steel trusses. They are about 168 ft long, 28 ft deep, 8 bays. I use W14-shapes as top and bottom chords, and steel tubes as vertical and diagonal webs. What is the best way to connect them? I am thinking use gussets to connect them, weld...

Thanks for everyone's comments, especially kslee100's and JAE's. So I summarize the answers from all the inputs above if I understand them correctly. 1. Stregth check: 1.2D+1.6L even if using FEA method. Shear stress <=(0.75x2)(sqrt(f'c) to check shear strength and control cracks 2...

I am designing a concrete slab with many small circular openings using FEA from STAAD. I am wondering two questions. First, what loads should be applied in FEA? Real dead and live loads (D+L) or factored loads (1.2D+1.6L)? Second, after the FEA analysis, how to compare the compressive/shear...