jimtheengineer10
Civil/Environmental
Attached is the truss diagram. The existing exterior wall is 2x6 studs @ 16" o.c. w/ plywood sheathing. What is the best way to handle the horizontal reaction? Thanks.
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Horizontal Reaction from Truss 1
- Thread starter jimtheengineer10
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Note 11. covers the responsibility for connection design:
11. All additional member connections shall be provided by others for forces as indicated.
That would include the horizontal force at Joints H and T and the reactions at Joints B and N.
BA
11. All additional member connections shall be provided by others for forces as indicated.
That would include the horizontal force at Joints H and T and the reactions at Joints B and N.
BA
Backcheckrage
Structural
This truss doesnt look right. Members too skinny for dimensional stability? Multiple ply trusses maybe? Increase to LVL chord members maybe to get some EI out of it... collar ties possible to prevent this thing from doing the splits? If not... is it possible to rely on the wall top plates to span horizontally as beams or bedf them so they can? ... would need some serious restraint of top plates if they need to span like that...or install an external buttresses to keep walls from rotating out?
Either way the truss seems spindly as they have it shown...
Either way the truss seems spindly as they have it shown...
They are single ply trusses spaced at 2'-0" centers. The 2x6 top chords are considered continuously braced by roof deck. Apart from the rather unusual condition that the field connection at joints H and T are by others, the trusses appear to be typical of practice in North America.
The doubled top plates cannot span horizontally as beams over a 38' span. External buttresses are theoretically possible but probably not acceptable by the owner and likely not economical.
The Engineer of Record has to come up with a clever solution to the connection problem and perhaps modify the truss geometry in order to reduce horizontal deflection at the supports.
BA
The doubled top plates cannot span horizontally as beams over a 38' span. External buttresses are theoretically possible but probably not acceptable by the owner and likely not economical.
The Engineer of Record has to come up with a clever solution to the connection problem and perhaps modify the truss geometry in order to reduce horizontal deflection at the supports.
BA
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