I have a residential house project brief calling for a raft slab / slab-on-ground with perimeter edge beams only (no internal beams).
The internal area of the slab is proposed to be supported on bored piers only, extending some depth into the underlying clay foundation.
I am seeking advice on...
Jayrod - does that imply that all your roof trusses are generally spaced at 600mm (24") max centres, regardless of span (I presume plywood roof diaphragms are common practice in the US). Being in Australia, typically we use 900mm centres but plywood roof diaphragms are rare (usually rely on...
Ok, so now I'm really stuck on this...need help please...it really is giving me sleepless nights :-(
Here is the roof framing plan for the building.
The main area in question is the large square(ish) box at the top (north end)...trusses spanning 11.4m at 900mm centres.
Design horizontal racking...
The 27 ft limitation is a simple limitation imposed on our Australian timber-framing code (so no chance of a variance)...I don't know the specific basis for this limitation.
Generally, a ceiling (plaster, plywood, etc) solidly fixed to the underside of the roof trusses via battens is fine...I...
I have a building project that comprises a large 11m x 11m (33' x 33') room, trussed roof, 4m (12') high timber framed walls and 0.9m (3') elevated timber floor.
I have designed the wall bracing system for the rest of the building and am now at this room.
Current Australian timber framing codes...
I have a situation where two houses are located on opposite sides of a gully.
The gully is 20m wide at the bottom, is approx 500m wide at the "top" and has a rise of about 25m (so a big flattish V-shape).
Most winds codes (I presume) consider topographic changes starting from the bottom of the...
I just can't get my head around that concept.
It seems to imply that a supporting beam of near infinite stiffness (say a very large I-beam) would provide no more resistance to lateral movement than a small timber beam, spanning the a very long or very short distance.
Ok, so I understand the wall lateral deflection issue...let it bow but keep it within some prescribed limit (0.5-0.75") depending on the wall type.
If the building were a column/beam frame with infill wall panels of anything (straw, glass, timber, air), I would have thought the lateral...
Again for interest, the attached technical note is worth a read.
I don't believe it is proprietary information, just some old guidelines from a truss manufacturing company in...
KootK - 35 deg, 25 deg are the top/bottom chord pitches
For interest, the calculated maximum horizontal deflection is only 6.2mm (1/4").
Top chord has battens for roofing at 900 spacing, bottom chord has battens for plaster ceiling at 450 spacing...so lateral restraint of the compression chords...
Tension tie definitely not an option.
I did intend to design the supporting beams for a stringent lateral deflection control...beam span is about 4m (13') so thinking a lateral deflection limit no more than 10-15mm in order to reduce the chances of cracking in the plaster linings - possibly...
I have a project calling for scissor trusses to be supported directly on beams spanning between columns (part of an outdoor entertaining area).
The previous threads all talk about supporting these types of trusses on a wall (the material of the wall being somewhat irrelevant).
The trusses are...
I have a client wishing to remove an existing post support under a "300 X 75 oregon ridge beam" which has lateral ties on both sides to the external walls (see image).
The ties on the right-hand side do not support any ceiling loads and are bolted to the sides of the existing beam via angle...
Have a client who wishes to construct a timber rail/steel post retaining wall up to 1.4m high with 0.9m of a new residential building (yet to be built).
Building is located on cut side of wall, ground slopes at 25-35 deg angle above wall, natural soil condition silty clay.
Seeking some advice...
