this thread has gotten a bit off topic from my original posted question. thanks for all input so far, but i'll try to get it back on track yet again:
if one has experience accounting for a shock-absorbing lanyard on a cable horizontal lifeline design utilizing an energy approach, please post...
i'm looking to design the system by balancing the energy equations.
jstephen: yes, it's a stitch-rip system, but i'm just looking to ultimately include the energy the shock absorbing lanyard puts into the system, so i was idealizing the lanyard as a spring as it elongates.
teguci: using a...
I am currently designing a horizontal lifeline (HLL). Engineering Journal (2nd quarter, 2016) recently presented a paper by Thomas S. Dranger called "Design of Horizontal Life Lines in Personal Fall Arrest Systems". I'm comparing my previous HLL designs with this paper and am looking to...
sorry for the silly question, but i was wondering if there was a standard way to designate composite steel beams with multiple rows of shear studs. right now i have something like: W18x40 (2@15) [c=1"]. it's the "2@15" that i'm wondering about. i don't assume it's a huge deal, but if there...
thanks for all the replies helping me to verify the 7-#10 in the bottom at mid-span.
the #2 @ 12" ties is just stated in the schedule; there is no beam elevation to show these pieces.
there is a bend diagram, showing the bend location near the supports. i'm assuming 40 ksi steel. i just was wondering about whether those "bent bars" were in addition to the bottom bars, or if the "bent bars" were the number of bottom bars to be bent near the supports.
it depends on where the columns are braced against buckling. if you have multiple levels of mezzanine floor framing, you're probably able to say the columns are braced at those levels.
it's not just a matter of how it's put into the analysis software, it's a matter of conecptual...
i'm working on a portion of an existing concrete building from 1962. i have access to the original drawings. a concrete beam reinforcing schedule has columns for: top bars, bottom bars, bent bars, stirrup marks, and ties.
we're adding some load to a specific concrete beam. the beam is...
you state that you're splicing the reinforcement. ACI 318-05 section 12.10.5 deals with terminating bars when they're no longer needed for strength. in my opinion, you're not terminating the reinforcing and don't need to satisfy 12.10.5.
does the horizontal face/skin reinforcing of a concrete deep beam need to be hooked into the column supports for development? thanks for any help/thoughts; let me know if you need more information.
Thanks so far everyone. I too wrote an excel program to do it for me. Now my question is about Equation 18-1, and specifically "d" and "S1" within.
"d" is limited to 12' for purpose of computing lateral pressure. "S1" is the allowable lateral bearing pressure at 1/3 of the depth "d"...
Sorry for the simple question, but you need a break every once in a while... Equation 18-3 of the 2006 IBC is:
d^2=4.25*(Mg/(S3*b))
Is S3 evaluated at a trial depth "d", so that it's an iterative solution? I'm just making sure. Thanks in advance for the reassurance.
I am evaluating an aluminum truss canopy that was built based on the 1997 UBC. I know member sizes and aluminum grade, but am having trouble evaluating the allowable compressive stress. The aluminum is 6063-T5, and I was using the welded aluminum properties. I'm using Table 20-I-C and...
