I see. Then I should provide bracing to the end corners.
My issue with the truss is due to the comparison with previous design. That the designer in charge of the previous design already left. And he designed the top and bottom chord as 80 x 40 x 5 RHS. Hence my boss jumped up when I showed...
hokie66, thanks for your concern. I did look for help from my mentor as well as all other senior engineers as well. There are many factors affecting my design such as material availability and previous similar designs. This is because the boss said that previous design can adopt smaller members...
hokie66, I have uploaded the details for the roof. However, this is the old details and I have not yet rotated the top and bottom chord of the truss.
Currently I'm still confused regarding the effective length that I should take. I understand that for Lex, I can take the effective length as...
hokie66,
Sorry. What I really meant was the vertical members of the truss. My mentor asked me to first try rotating the top and bottom chords so that the members strong axis (rx) is resisting the sidewards force. This way, the slenderness of the compression members will be reduced and only...
The corners are cantilever fascia trusses supported by the primary beams. I will try to read more into torsion design.
Currently I'm thinking of using 20mm diameter galv. bracings to brace the corners and rearranging the purlins so that they are in line with the diagonal trusses. Then they will...
Sorry for double post. I cant find the way to upload 2 files in the same post.
hokie66,
thx for your concern. I really appreciate it as well. I keep revising my design due to safety concerns as well.
My design includes 1 main canopy that is attached to the building where the canopy size is...
Thx csd72, I will bear in mind your advice the next time when I design for the trusses.
I have attached the layout of my trusses and the detailings. As for the vertical member, I used a bigger size truss (same as top and bottom chord) + a 12mm thick...
Thx csd72, I will recheck my calculation again. The capacity of a smaller sized beam would be sufficient. However, due to deflection, I increased the size so that I can minimize the deflection even though they still exceed the serviceability limit states.
Currently I am faced with another...
kieran1,
Thanks for your advice. Initially I proposed 300x300x8 SHS for my boss however it was rejected due to material availability issue. Hence I followed the standard size given by the gas station retailer which is 203x203x86UC which gives a moment capacity of 121kNm.
My main concern lies...
hokie66,
Sorry. This is my first project. Therefore there is still a lot of things that I am not sure.
I got the reactions from running S-Frame.
csd72,
Yes. You are right. I did take the values from several load cases because I used 26 load combinations and I don't want to confuse ppl by...
The height is for the column is 5m and it is only supporting the canopy. The moment force mainly comes from the wind load affecting the uplift of the roof. The uplift is critical because it is upwards on one side and downwards on the other side.
Sorry. I didn't address my problem properly. My issue was the balance of roofing structure and if this connection is capable of supporting it. I checked the capacity and other details and its all good except for deflections due to wind load.
My worry lies on whether the connection is good...
csd72,
This is a design for single column gas station canopy which is 8.54m x 8.54m. Hence I have to design everything as fixed including at the support. Therefore there is moment in the column.
The highest forces for the column at the support is Fz = 105kN, Fx = 102kN and My = 54kNm.
I...
Thank you. The load is for the 410UB. It is designed in accordance to BS5950. My mentor told me that for the two plates, one is for the bottom beam flange and the other for the column cap plate. I was just wondering about this connection type because I can't seem to find any similar detailing...
