Recent content by rnorth

what is the factory of safety for designing a small 3T gantry crane? does ANSI B30.2.0-1967 apply? thanks in advance

when designing a bolted single plate shear connection, beam to column, is it appropriate to use manual table 7-1 for shear strength of bolts or should table 7-3 be used for slip as a serviceability limit state? the examples given in the manual companion use different methods for this...

If you have a rectangular HSS bearing on an unstiffened angle seat connection, which limit state do you use to find the required bearing length for web crippling? K1-4 of 13th edition? the seat will be slightly wider than the HSS width to allow for flare welds TIA

thnkas for the sketch

thanks, what is your take on AISC eqn K1-9, if the plate or WT is longer than than the HSS width this limit no longer applies?

the beam flanges area connected to the HSS with the WT's top and bottom flange to transfer the flange forces to the HSS column. the shear carried by the beam is taken thru a shaer plate connector bolted to the web

a prelimanry finding came up with a pretty heavy WT section, had Bf = 11 in and thicknesses at max allowable by a 1/4 weld to the 5/16 HSS wall. if i use a shear tab as well may have to notch out the WT flange.

I have a question(s) concerning applied axial forces to an HSS column connection, given: HSS 8x8x5/16 with W14 beam framing into it. axial load is 5k vert reaction 25k moment is 50 k-ft part twelve of the manual page 12-26 says the WT tees should be long enough to use flare welds at the corners...

hello all, does any one have experience using descon brace software for braced frame connections? if so, what feedback would you give, and have you ever checked results with hand calcs? TIA

would you do a unity equation similar to spec H for combined loads? ASD omega is 1.67 or 2 Pa/Pn/omega + Va/Vn/omega + Ma/Mn/omega < 1.0 moment is from small eccentricty from bolts to face of column.... shear is from beam end rxn Pa or Ta is from axial load or would you analyize stresses with...

how does AISC 13nth edition handle connections (simple two bolt shear tab) with combined shear and axial load? in section 9-3 discussion is made about not combining stresses. user is refered to spec J to design connection elements. would spec H be used for connection elements? thanks in...

thanks for the input. helpful to hear opinion of others.

given in contract docs.... unfactored ASD axial load of 10 kips to design the connection with LRFD we take factored axial load = 1.0 x E where E = 10 kips or ..... factored axial load = 1.0 * (E/0.7) 0.7 being the ASD load factor If a document (dwg or spec) mentions unfactored ASD load, in...

does anyone know if there are any design guides with example calc's for simple metal buildings?

in ny state we have to dig a 6 foot hole to check the soil layers for high water mark, clay etc. the other morning we did a test hole, here are the results 0-4" SANDY TOPSOIL, ROOTS 4-20" GRAY FINE SANDY LOAM 20-32" BROWN SANDY GRAVEL, COURSE 32-63" DARK SAND W/ CLAY & GRAVEL 63-66" GRAY CLAY...