Wide flange beam to HSS moment connection
Posted by Kirk Phillips on April 7, 2014 at 9:46 AM. | No Comments »
I am looking at concentrated loads (punching) of an HSS column. Equation K1-8 (table K1.2) gives this equation for when 0.85B <= Bp <= B-2t. I have a W10×22 framing into a HSS 8×8x__. So Bp = 5.75 and 0.85B = 6.8, therefore I am not within this case. The only other option is for beta = Bp/B = 1.0. How should I approach this?
Wide Flange Beam to HSS Moment Connection
Posted by Kirk Phillips on April 7, 2014 at 9:40 AM. | No Comments »
Equation K1-8 is for HSS shear Yielding (punching) when 0.85B <= Bp <= B-2t. In my situation I have a W10×22 beam, which bf = 5.75, and a HSS 8×8x__. So, Bp = 5.75 and 0.85B = 6.8, therefore this case is not meet. The only other option is for beta = 1. How should I approach this?
What estimating resource do you use?
Posted by Michael Gutknecht on January 20, 2014 at 1:12 PM. | No Comments »
I am researching to see what the industries best are using as a reference to estimate the following products for bidding.
-preformed load bearing pads
-structural slide bearings
-structural thermal break material
-vibration isolation material
Looking for a yearly periodical that is utilized by estimators for gathering this information.
L4×3.5 Shear Clip
Posted by Michael Kleven on October 29, 2013 at 2:07 PM. | No Comments »
Does anybody have insight on the origins of the use of L4×3.5 shear clips as a "standard" clip? My company dabbles in steel detailing, when asked by our clients, and I would like some sort of reasoning behind our use of these clips, other than that it seems to be commonplace.
Dimension from Center of Bolt Hole to Edge of Plates or Clip Angles
Posted by vedanervA wen on April 6, 2013 at 9:26 AM. | 2 Comments »
After 25 years of designing structural steel & reinforced concrete, I find myself asking “so……why?”
Why have I always used 1 ½” instead of the AISC recommended 1 ¼” ?
Embarrassingly enough I will have to say “because this is what I was always taught to use.” But that don’t make it right. "I hear a song in here somewhere…"
I have a client who, I know, will scrutinize my upcoming design to the Nth degree. If they see 1 ½” edge distances I will be asked why. What rational, engineering reason would I have to use 1 ½” edge distances instead of 1 ¼”? Other than it’s easier to read on a tape measure. These are distances I will be showing on cap plate details, connection plate details, clip angle details, etc. Btw, all of this steel will be galvanized. This structure is comprised of a few monorails that will be extensions of existing monorails and will be connected (hung) from some existing roof framing steel, (roof steel is circa 1967 ). Thank you for all your help on this.
Gas turbine to be seismically designed for dislocation
Posted by r venkat on July 18, 2012 at 3:21 PM. | No Comments »
I work in gas turbine dept.
we all know Gas turbine is basically anchored to the foundation and in my case, at the ground floor.
Now, to design the GT so that it does not dislocate bcoz of earthquake, if i am not wrong, I should actually design the supports.
I would like to know in which category the below case falls.
case: GT bolted to foundation at ground floor - need to be seismically designed for dislocation only… i am not worried abt the structural integrity of GT.
As per code books:
Non Building structures similar to buildings
Non Building structures not similar to buildings
Non Structural components.
Again, I am stressing at the point that i would like design the mentioned case only for disclocation, not for structural..
I will be grateful if detail explanation with reasoning given
Seismic Colum Splice SMF
Posted by Haman Jaroo on June 7, 2012 at 7:13 PM. | No Comments »
Can anyone provide me with some guidance as it relates to the design of a bolted flange plate column splice. Its for a SMF system and my thinking is that since AISC 341 9.9 requests the splice to have a required flexural strength = RyFyZx then this calculated moment should be transformed into a tensile/compressove force = RyFyZx/D where D is the depth of the column.This force can then be checked against the tensile yield and tensile rupture strengths of the plate (apart from all the other checks to be made.
The splice is for a W14×233 column and belive that this is the reason that I am getting some rather large plate and bolt sizes.So far its 10 inch and a half A490 bolts per column end and 2 inch plates, both sides of flange.Im also guessing that CJP welds may probably be more economical here. Any guidance appreciated
Plate girder design for a I beam with variable section
Posted by Pablo Tagle on March 13, 2012 at 3:10 PM. | No Comments »
I want to know how to design plate girders for a I section beam wich height is variable. thanks for your recommendations. best regards.
Full Pen weld Moment Connection
Posted by Vincent Vaccarello-Wadehra on March 10, 2012 at 10:51 AM. | No Comments »
Will a full-pen weld for a moment connection help with the shear capacity of a connection?
Reinforcement of an existing steel truss structure.
Posted by Pablo Tagle on February 11, 2012 at 11:27 PM. | No Comments »
Hello all. I am designing a reinforcement of an existing steel structure, truss type. the structure is for 2 belt conveyors, 180m horizontal lenght and 21m height, the trayectory is a curved on a seccion of the truss. the model of the reinforcement is finished but i want to know if there is a standard or code about construction (because of the structure is prestressed and predeflected). what codes or standards are available for this case in construction? thank for your kindness.