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Already built - please see attached. I don't need fixity for the beam design, but want to check the welds on the clip. The 3 sided weld on the beam web does not allow flexibility for a typical simple shear connection, so I need to size the weld for moment. Is the moment the reaction x the...

I have a lightly loaded secondary beam with welded clips each end (to a beam webs). The clip is welded on 3 sides, so not detailed as simple shear connection. Design for moment of eccentricity of the beam reaction and/or beam moment of fixed beam (wl^2/12)? Checking both but looking for...

...and a table for 6" from 1954. http://files.engineering.com/getfile.aspx?folder=a26d6902-7215-4c83-af91-ffab4563b569&file=6in_1954.pdf

Here is a table for 8" deep planks from 1958.http://files.engineering.com/getfile.aspx?folder=c0f0f910-37f5-4cb2-9de5-3f17652dbd05&file=8inFeb1958.pdf

It's a pre-engineered system designed per OSHA for a 200 lb. load. The wind load on 10' section is less than the 200 lbs. (around 120 lbs.), but it appears that the railing section counts on adjacent sections to support it when subjected to a 200 lb. load. The wind load acts on all sections at...

I'm checking sliding (due to wind) of a temp. guardrail system on a membrane roof. The bases are coated with rubber, so it's rubber on rubber, but could be wet. I'm looking for opinions on a value for the coefficient of friction. Thanks.

Thanks for the responses. I called Ridgurak. Their engineer was helpful with background info. Unfortunately, with the manufacturer out of business, I can't get the moment rotation curves. I modeled the upright only with pins (x direction) at the beam locations. I added moments to account...

I'm performing an analysis of an existing pallet rack system. The beam to column connection is a "teardrop" boltless connection. The connection needs to take some moment for seismic forces in the longitudianl direction (parrallel to thespan of the beams). A previous set of calculations limits...

An existing building (built in 1950's) is framed with structural steel with the deck consists of 8" deep by 16" wide Flexicore planks with 2" topping. On the existing drawings the LL is either 100 or 200 psf. There is a plank schedule. An example from the scedule is plank mark followed by...

The commentary in AISC 13th states that for realistic deflection calculations Ieff should be taken as 0.75*Iequiv. Does this mean multiply Ieff as calculated per Eq. C-I3-3 by 0.75? Does Iequiv = Ieff? Reference pages 16.1-308 to 16.1-309. There is also an option to apply the 0.75 factor in...

Is the wall already built?

Does anyone know of any references for the effects of deck openings on composite steel beams (or have any opinions)? I have a copy of a 1996 article by K. Wiesner from Modern Steel Construction. RAM appears to force beams to act as non-composite when there is an opening on boths sides of a...

Does anyone know of a website to get a copy of BOCA 1984 building code (9th edition, I think)? Not much luck on recent internet searches. Even local libraries (MA, RI) appear to only have 1987 and later.

Is it possible to take the SE2 exam if your state does not require it? Not sure how to go about taking the SE2 short of applying in a state that does require it.

Have existing roof rafters that are notched at an interior knee walls about 6 feet from the base of the rafters. The architect wants to move those knee walls "outward" to 4 feet from the base. Any recommendations on notch repair? Any design/detail references? I'm considering plywood on one or...

The beams will be exposed, the designer prefers not to have joist hangers.

When a wood beam is notched to receive floor joists, how is the beam analyzed? Are revised section properties used based on the section at the notch (I or inverted T depending on the notch)?