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If the engineer who sealed project drawings is no longer employed with the company, and drawing revisions are made that require re-stamping, is it required that the original engineer (EOR) stamp the revisions or can another engineer stamp?

Anyone out there aware of a design example for splicing an HSS (round, square or rectangular) using endplates or flanges? The design examples of AISC 360-05 include the type of connection I am referring to but the connection is for tension and does not include any moment in the design. If I...

Say you have a beam continuous over 3 supports with a cantilever at each end under 'assumed' uniformly distributed loading. This beam is supporting bar joists at 4ft o.c. but the joists are not part of a diaphragm or braced in the plane of a diaphragm so only offer marginal lateral support to...

Anyone familiar with designing single angles for bending in the Canadian Steel Code?

I was running some analysis on cold formed Z purlins and comparing the results to CFS software. It looks like RISA is not using the effective section modulus when calculating the weak axis moment capacity of the member? CFS gives the same results for the strong axis moment capacity but the...

Basic question... If using P-Delta analysis for a secondary analysis is the general rule of thumb that the P-Delta effects only need to be accounted for in the Lateral Force Resisting System (LFRS)? In other words, secondary members like girts, purlins, or infill beams that are "along for the...

I meant to post this here instead of the Fasteners forum...so sorry for the double post I need to check the design of a pin made from AISI 1541 hot rolled steel. I don't believe this material is covered under AISC or the AISI cold form spec. Any ideas on how to go about determining the shear...

I have to check the design of a AISI 1541 pin. I don't believe this material is covered under AISC or the AISI cold form spec. Any ideas on how to go about determining the shear capacity? I have the material properties,...

When using RISA to design cold formed C and Z shapes, does the AISI 2007 code check include limit states of yielding, local buckling, distortional buckling, and lateral torsional buckling or does the effective width method in the code take care of these limit states? I ask because there...

I have been reading a lot on the ole' internet about crack isolation membranes for tiling over "cracks" in concrete slabs to isolate "in-plane" movement to keep cracks from propagating up through the tile. Is it necessary to honor a Control Joint that was cut in the slab strictly to control...

Can anyone out there point me towards some literature or offer any insight as to how one would approach determining Elastic Critical Buckling Loads (stresses) for various buckling modes (Local, Distortional, Global) using Finite Element Analysis (FEA). I know these have all be hashed out and...

Does RISA 3D have provisions for specifying intermediate stiffeners on cold-formed cross sections? Example being a cold formed C or Z shape with a longitudinal web stiffener rolled into the web or Flange.

Risa Error: - AISI code check not calculated - Anyone?

I am working on some projects where we'd like to specify turn-of-the-nut method for per-tensioning bolts on some connections between cold form and hot rolled steel. The cold-form specification is pretty clear that the standard nut rotations from RCSC are not valid due to the small bolt grips...

Are slot-to-slot connections permitted to be designed as bearing-type shear connections ?

Anyone aware of any literature on determining the number of cycles for fatigue wind loading?

I am curious for any of the PEMB guys out there if there is a Cold Form design check for bending stress through the net section where continuous Z or C purlins frame over top of and are bolted directly the primary structural members below. This is the area of the highest compressive bending...

I have been asked to determine "how much settlement" a structure can withstand before members in the structure become overstressed. I can rather easily model the structure and force the movement of hte supports to represent differential settlements and thereby capture the effects on the...

I am relatively new to using National Building Code of Canada an have a few basic questions regarding loads and load combinations. 1). Are Ultimate Limit States (ULS) loads and Serviceability Limit States (SLS) loads determined using different importance factors? These loads are then used with...

If I am designing a footing and the it works according to plain concrete design in ACI 22.7, is T&S Steel still required? My Concern is that the footing/block will crack, but T&S Steel @ 0.0018 still seems heavy. The design is basically a ballast block sized for overturning. 4ft x 10ft in...