Hi,
There is an 80-foot span open web steel joist, and apart from the roof loading, it also picks up the floor walking track hung through the hangers. In this case how to go about the deflection limit, the Live load limit L/360 allows 2.67" and total L/240 allows 4". These look large value...
Hi,
These are roof beams, but on some loading cases (lateral) there are compression forces in these members. These members are fine for its major axis bending action and gravity deflection, however, because of the length and the minor axis (ry) value, the slenderness limit exceeds 200 and get...
Hi,
It might be a basic question but just wanted to run it by for clarification.
The roof diaphragm runs north south in the attached image and the chord members are W beams in (tension and compression), the deck is attached to these beams.
From the diaphragm moment and diaphragm depth...
Hi,
For an isolated pad footing, when it needs to resist horizontal force from the column, is it normal industry practice to take into the account the weight of soil above the footing (lets say 3 feet of soil, if the footing thickness is 1 feet and the bottom of footing is 4 feet below grade)...
Hi,
There is a huge opening of approx. 31'(Height) and 50' Long opening in a secant pile shaft.. The hoop forces (compression- due to soil pressure) are huge around the lines of 35 to 60 Kip/feet (From Geo tech software). This creates a huge moment of 5500 Kip-ft approx. between the openings...
Hi,
When there are primary beams 30 foot long on 5 or 6 rows and there are secondary beams connected to the primary beams at 5'-0" O.C via full-depth stiffeners and both beams are flush ( at the same level). Assuming there is no decking or flooring diaphragm spanning and connected to the...
Hi,
In Canada, for seismic connection force, according to clause 4.1.8.18. " connections to structure shall be designed to accommodate building deflections" and the building deflections are amplified by multiplying Rd*Ro to get the realistic displacements, so that implies that the connection...
Hi,
I have an interior mezzanine (4 sides rectangular box). The framing goes like this with Steel beam, columns and Open web steel joist running perpendicular to the beams. As far as the lateral stability is concerned I can do moment frame in the beam to column lines on two sides, however in...
Hi,
Its a basic concept, but got too carried away. Have the main beam to col. fixed connx. in the plane of main BM. and have the roof beams running perpendicular to main beam with metal deck perpendicular to roof beam. In this case can I consider the column to be laterally supported in both...
Hi,
For the foundation bearing pressure checks in NBCC for Wind loads I see the SLS importance factor as 0.75. So when checking the footings can I apply this reduction factor of 0.75 For Wind. So one of the load combo will be D+0.75W.
In ASCE it makes sense with ASD load combinations as they...
Hi,
I have a 28"x36" col. and all the main longitudnial bars are spaced less than 6" clear spacing. In this I believe I can just do one rectangular (all 4 corners tied) ties like typical, instead of putting in more cross ties in the middle zone is that true? The reason is based on ACI, long...
Hi,
When having a X roof bracing designed only to be a Tension only bracing. With that member being an L angle section it's possible that due to stiffer member it can take a Compressive axial load. If it takes a Compressive load then the lateral displacements of the portal frames are enormously...
Hi,
For Industrial buildings when I have long column (32' height). For determining column compression capacity, when I have the girts connected to the column outer flanges at 5' spacing and the Inside flange of the column is braced by Fly brace from the girts at Mid-height of column (16'). Can...
Hi,
For pre eng buildings are the expansion joints ignored in design?
I have a 500' long building* 50' wide and the response I got was, in pre eng buildings there won't be expansion joint is this true ?
Thank you!
Hi,
I have a situation where in order to take out the lateral thrust onto the S.O.G and not design huge footings for that moment (Horiz. Load* Height from top of footing to U/S of base plate), attached the snip below for reference...... If I place my hair pins at the bottom of my col. and...
Hi,
If we consider the roof metal deck or roof CLT panels as the diaphragm and they are going to transfer the lateral forces to the perimeter beams and then the perimeter beams subsequently transfer those loads to the Vertical lateral force system, then in this case it is not necessary to...
Hi,
When having a beam on top of col. for moment connx. While sizing the cap plate thickness of the column at top how to resolve that moment in order to find the thickness of that plate? Attached the image for reference.
Thank you! and appreciate your inputs
Hi,
Attached an image below having channels connected to HSS Column with bolts on sides.. What type of connx. under which this has to be checked for vertical loading.. (Here its a bracing connection), but looking to use this for a straight vertical gravity loaded conxx. in order to avoid any...
Hi,
In the bottom chord of a truss due to overstressed, it needs a plate reinforcement on the top side of the WT section for the force below in the image.
The new reinf. plate will be welded to the WT section for increased capacity. The tension force is 62 Kips from model. so while doing the...
Hi All,
Is there a provision in CSA 23 for considering that a horizontal re-bar is considered as A TOP bar only if it has 300 mm fresh concrete beneath it? Its for the LAP LENGTH cuz the top bar lap length is more than the other bars.
