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Thank you KootK, attached a plan view, could you provide a prudent option for this situation

Attached roof plan and floor level plan

With vibration, checked for the floor framing system (metal deck with concrete), and the floor beam configuration was ok, but didn't link that to the OWSJ connection with hangers. One end of walkway is connected to regular beam/ column and other end to the hangers and to roof joist

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...

HDStructural:- In STAAD could you do the DAM (Direct analysis method) check/ design the member strengths and then in the same model do regular analysis without DAM to check for the member deflections? without having to remove the DAM commands?

HD Structural:- Thats good to know I was using UNT & UNB for inputting the unbraced length for top and bottom extreme fiber in compression.

Kootk:- that was hard to say I am not able to recall but I think there was one more floor above, so could be with concrete topping. But attached detail below where there is a continuous L-angle running across the OWSJ and bolted to top chords and deck and the brace gets attached here, is this a...

KootK:-I saw this on one of the office buildings where they had the L-angle brace onto the metal deck. In this case the adjacent steel (Open web steel joist) is 6' away from this, when I have the angle brace onto the OWSJ the angle comes out to 14 deg. approx. is that slope ok for a brace...

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...

EngDm, that could be done too but the deflection in minor axis of beam would be huge for a 35 feet span isn't it.

That's correct broke down the in plane moment of diaphragm into a comp. Force of 1.65 kips. On the chord member. So in this case the in plane moment need not be checked on the minor axis of the W beam chord ? Right

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)...

The top and bottom flange of Channel restrained then would be ok to dive in the moment connx. direction,Since its like built tup section, the unbraced length can be more for your C-Channels. Is it not possible to use HSS?

Thank you, the Cb factor for moment capacities for this stuff, is it better to leave it at 1 or leave it to program computed Cb values (This gives higher capacity)?

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...

When the bricks are connected back to the wall with ties, if the angle wants to twist or buckle out it has to pull out the bricks that are tied to the wall which is really hard to happen (considering all those brace force and fun stuffs)....... The effective length could be considered as the...

Thank you!, So if a floor decking in the form of metal deck is introduced to span between secondary beams, in this case a diaphragm action is achieved, So now would it be ok to consider the braces length as 5' on the main beams ?

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...

Thank you Skeletron, If we are looking for the actual frame itself, like let's say a portal frame with 5 kips as the horizontal seismic force, calculated according to 4.1.8.11 V= S*(Ta)Mv*Ie*W/ (Rd*Ro) Rd=1.5&Ro=1.3 for conventional moment resisting frames.....Now when checking for the...