Hi dik,
AISC Design Guide 24 has a quite conservative design procedure for this condition, where the bending moment due to the lap eccentricity is evenly distributed between the connection plate and the gusset plate. I think it's a reasonable assumption as long as both plates have similar...
RAM Connection uses a rigid base plate model for determining the internal force distribution. So for this base plate, you won't get a realistic or accurate enough anchor rod force distribution using RAM Connection unless you provide a fairly rigid base plate. I don't think a 1-1/8" thick base...
It may work, but the outer anchor rods won't be very effective unless you provide a very stiff base plate. If that was my design, and there is no way to make it work with two anchor rods, I would use a base chair type connection (see attachment bellow).
Hi Lomarandil, where do those values come from?
Some standards, like API 650, recommend using S1=1.25*PGA and Ss=2.5*PGA. In this case, PGA, as well as S1 and S2, correspond to a 2% probability of exceedance within 50 year period (maximum considered earthquake).
I just suggest that the top of the columns need to be properly braced. The elements used for that purpose (being a cold formed or a hot rolled section) need to be properly designed and connected to the roof diaphragm.
Sorry, I didn't look at the floor system you are proposing, my...
I am with MIStructE, that is the best and easiest solution. 12m beams @ 3m or 2m (depending on the steel deck) seem very feasible to me. If height limit is a problem, you can use joists or castellated beams to accommodate the duct work and increase the available space. Also, I would remove the...
There is no reference, just statics assuming a plastic stress distribution in the flange plate due to minor axis bending. However, there is a quite similar approach for bolted column splices in Tamboli's book "Hand Book of Structural Steel Connection Design and Details".
The equivalent flange...
If major and minor bending moments are concurrent, you can calculate an statically equivalent flange force to design the flange plate and weld. It can be calculated as:
Puf = Pu/2 + (Mux/(d + tp)) + 4Muy/bp
Where:
Pu = Beam axial load (if any)
Mux = Major bending moment
Muy = Minor bending...
I recommend that you consult the book "Ductile Design of Steel Structures, Second Edition". That book has a chapter on plastic analysis and yield line theory.
I would use OMF at the front and back to avoid unnecessary torsional response.
I think it could work depending on the required strength. However, if you need pinned base plates, I would not use HSS columns. In my opinion, a nominally pinned base condition is difficult to achieve in practice...
In single-plate connections, the geometry and thickness of the plate are configured so that the plate will yield, bolt group will rotate, and/or the bolt holes will elongate (bolt plowing) to accommodates the beam end rotation. Note that the Table 10-9 specify the limit for "tp or tw". So, you...
That's the way SAFE (and most CSI software's) works. But regardless of the software, whenever you want to incorporate nonlinearities into a structural analysis model (eg, material plasticity, tension only braces, second-order effects, cables, etc.), the type of analysis performed should be able...
Hi,
In the following links you will find very good AISC webinars about strengthening of existing steel members and reinforcement design. you can access to the webinar recordings and handouts for free.
Design of Strengthening for Existing Steel Members
Design of Reinforcement for Steel...
I think ASCE 7 clearly defines what constitutes a bearing wall. See the attachment bellow.
I don't think so, in my opinion the columns should not be considered as part of the wall. The architectural components (e.g., nonstructural walls) always need to be supported by structural elements...
