CODES & STANDARDS
Codes & Standards
AWC Supporting Documents
Codes & Standards
What is the correct application of 2009/2012 IBC Sections 704.2 (Column Protection) and 704.3 (Protection of the primary structural frame other than columns) to wood construction?
Is wood allowed in buildings classified as non-combustible per the International Building Code (IBC)?
What are the design criteria such as deflection limits and strength for wood guard rails or hand rails?
What is the difference between 2012 NDS 3.5 and 2012 IBC Table 1604.3 Footnote d for adjusting long-term deflection of wood members?
In a relatively active seismic zone, are heavy timber concentrically braced frames allowed? If so, what values (such as 'R') should be applied?
Are wood diaphragms presumed to be non-rigid in the 2015 International Building Code (IBC)?
How do I meet the new requirement for membrane protection in the 2012 International Residential Code?
Why are continuous headers connecting portal frames over multiple openings not recommended?
Why are the wind speeds in Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 so much higher than those in ASCE 7-05?
Does the AWC span calculator account for roof pitch and unbalanced snow loads when calculating maximum allowable spans?
What's the definition of Exposure B, C, and D?
Are the new wind loads in ASCE 7-10 lower than those in ASCE 7-05?
What is the difference between the envelope procedure and directional procedure?
Why the reduction in load wind speed and pressure design, when the weather events are more frequent and massive?
Would Exposure D include large bodies of water like lake michigan or even some smaller inland lakes?
What is the constant 0.00256 in ASCE 7-10 equation 27.3-1 based on?
Explain the Exposure Category that has 1500' criteria.
Exposures previously could vary around a structure, is that still the case?
For solar design is there any internal pressure?
Are the Ch. 28 loads on the projected area as in 7-05 or are they perpendicular to the surface, thus needing to be resolved into horizontal & vertical components?
With reference to siding attachment while using ASCE 7-10, should somebody use the ultimate pressures or convert to ASD pressure?
How do we determine the risk category?
What are the pressures on the underside of an open foundation structure?
Why were wind load speeds changed in ASCE 7-10 to ultimate wind to get about same psf loads?
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