How do we calculate joist seat capacity of an existing steel joist?
The seat in question is 2.5 in deep. The joist configuration is top and bottom chord(1.2 in. depth and 3.5 in wide) is a hat section with pipes(crimped ends)as webs. The end diagonal is a flat bar which is welded to a...
What boundary condition ( Fixed or Simply supported) should be used for a 2.5" thick steel plate welded to W beams( spacing c/c is 2') below with 1/2" fillet weld.
The size of plate is 2'x 2' and it is uniformally loaded.
The plate is welded on 2 opposite sides and free on other 2 sides.
In...
Any suggestion how to provide a moment connection between two steel beams ( one steel beam sitting on top of other beam )so that it can be analized as grid/grillage structure in computer model.
Looking for both bolted as well as welded options.
will providing a diagonal top and bottom plate(...
Does anybody knows why in PCA tables for rectangular tank design example,the calculation do not take into account Mxy( twisting) moment in addition to Mx moment (wood Armer equations)while calculating final design moment/coeff. for vertical steel?
Same is true for horz. steel.
The only place...
I have a big concrete pedestal( 15' x 15'x 23' high) carrying four column(posts) of a space truss( Pre-Engineered building). Some column loads are compressive and some are uplift for same load combination.
What is general practice to design pedestal for this type of mixed loading? (I have...
We are designing cantilever retaining walls for an industrial structure for bulk storage. The wall is tapered with thickness at top of 800mm(32")and 1800mm (71") at base. The walls have some heavy axial load also due to moving crane wheels.
Do ACI-318 chapter for 14 for walls is equally...
When we calculate effective depth of a section, do we include allowance for variation in concrete cover or not?
e.g. beam overall depth=24"
clear cover reqd.as per code = 2"
Rebar size = 1"
Cover variation allowed as per ACI is +/- 1/2"
Eff. depth = 24"-2"-1/2"=21.5"
or
Eff. depth =...
Hi All,
I have a single story building with basement. The basement walls(18'high)are all concrete walls(18" thick) upto grade and then 10" CMU walls (15' high) from grade to roof. The roof is steel joists and metal deck. The base slab is mat foundation. There is a slab at the grade level which...
Why in the ASCE7 or other codes, the Seismic acceleration parameters(Ss and S1) for 0.2sec and 1.0 sec period only?
What is the significance of 0.2 sec and 1.0 sec time period in Response spectrum curve?
Does it have something to do with natural frequency range of ground?
I am looking for...
Is there any literature/graph/table available for converting 50 day concrete strength to 28 days strength?
The 50 day strength is based on actual Core sample of hardened concrete.
Thanks
I am using Excel-2007 and have a problem in printing and viewing objects. My objects are just small sketches using various shapes( lines, rectangle, circle etc.).
I am not able to print any of my objects at all. I have checked the option for "print object" both in the object properties and in...
For the design of water tank walls,
Do we need to COMBINE minimum steel required for 1.) Shrinkage & Temperature and 2.) Flexural or we pick minimum steel required based on whichever case is governing(S&T or Flexure)?
I have a 10' long cantilever beam attached to a concrete slab by using 4 Hilti bolts. See the attached sketch.
Can I assume that my support for cantilever is completely fixed or not?
This is an Industrial type structure where we have 2 nos. 40' high columns spaced closely and these column need to act as one section for axial and bending.
The web of one column is oriented 90 degrees in reference to the other column( i.e flange of one column is facing web of other column...
Hi Everybody,
I am looking for any reference to prevent my slab on grade damage due to "heavy dozer/loader tracks".
I have heard of embedding steel rails/beams into the floor to prevent the damage but do not have any reference or details for this.
Is there any structural issue with rail...
It is a Low rise building
Main wind force resisting system consist of columns, VXB on outside grid in both directions and roof horizontal bracing.
The roof is made up of trusses and at the bottom chord level is the horizontal bracing acting as diaphragm.
There is "NO MOMENT CONNECTIONS"...
I have continuous grade beam 8"x24"( with 2-1" bars t&b)running on top of pile. At one pile location I have grade beams meeting at different elevation. The difference is 6" between the bottoms of two beams.
My question is how can I make continuity of steel bars because of 6" elevation...
Hi Everybody,
I am looking into a foundation drawing for a PEMB( pre-engg. building). The building is not having any concrete slab. To tackle the horz. forces(50k factored) I need to have a 1-1/2" dia solid tie rod from one column to another.
The foundation will be of steel screw piles with...
I have a vertical wind column which is in the form of a ladder with outside and inside chords 300mm apart and rungs @ 300c/c. The column is oriented such that the wind is parallel to chords(side of ladder). The tributary wind area is 8'x40' (wxh). The outside chord is pinned at top and bottom...
Recently, I went on a site inspection and saw plate washers instead of regular round washers on the base plates.
Is it common to have plate washer(3"x3"x5/8" thick) on top of base plate? Does it make any difference structurally?
The only reason I can think of is to cover up the oversized holes...
