Search results for query: *

AaronKen, where in the NBCC can I find this 75% requirement? I checked it in NBCC 2010 and can not find it.

Thanks for all your comments.

Well the building doesn't need to be square. If the wind direction is 45 degree of X and Y axes then the wind component of each axes is the Sine of 45 times the total wind.

I am using 0.71 for both X and Y direction (based on wind direction 45 degree on both X and Y axes)

Most building code requirement for lateral deflection of buildings is to limit the storey drift to H/500. However it is unclear if this limit is based on the worse orthogonal direction or the resultant of the two orthogonal directions (resultant of X and Y deflection). What is you thought on this?

AELLC, yes hold-downs attached on ends of shearwalls ( chords )for uplift, and sill plate secured to concrete with anchor bolts for shear.

Thanks for the responses, we will definitely put hold-downs and shear connectors for the lateral forces. I just thought of hearing some opinions if there is any practicing SE that would consider friction as a contributing factor to resist lateral forces.

We are designing a three storey wood structure that will sit on a concrete foundation. My question is, can frictional force be used to resist base shear or sliding of the structure?

You can select the beams and overwrite to steel design from composite beam design (click design menu/overwrites/steel design).

Pico, Are you using ETABS 2013? Have you used it with Revit modeling? Our intent is to model the building (i.e, four storey steel building) with revit and then export it to ETABS or SAP, have you done something like this? Our purpose for the software is mainly for steel design as we do our RC...

We are deciding which program works better for steel design. We are going to use revit modeling and use either SAP or ETABS. Revit model will be exported to SAP or ETABS to do STEEL DESIGN. Which one is better?

I am designing a 7.0 m two storey tall HSS column and I want to brace it with the bottom chord of the strut joist at mid height to reduce effective length. My question is how do you calculate for the axial load induced in the bottom chord of the strut joist?

Thanks SethGuthrie, Holes are spaced 1l inches center to center.

Thanks for all your replies.

The beam is 617mm (24.3") deep. I am planning to add horizontal stiffeners top and bottom of the holes although the design pass unreinforced holes. The concentrated loads are secondary beam framing on to the principal beam (W610x140). The holes will not be directly on the holes but roughly 6"...

I am designing a simple 5.4m span steel beam that supports three concentrated loads. The client wants to put twelve circular holes with a diameter ranging from 2" to maximum 4". I am using CISC 9th edition as my reference and according to my analysis using W610x140 is good. The concentrated...

BAretired, you are a genius! thanks a lot.

The girder is around 10 feet deep, top and bottom chords are fully braced.

Thanks to for all the comments. Yes the girder sits on a rigid foundation.

Thanks for the replies. The translation is for the expansion and contraction of steel.