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AWC Standards (STD)
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STD310
STD311
STD312
STD313
STD335
STD336
STD415
STD310 – 2012 WFCM – Part 1: Wind Speed and Design Pressure Determination According to ASCE 7-10
What are the pressures on the underside of an open foundation structure?
How do we determine the risk category?
With reference to siding attachment while using ASCE 7-10, should somebody use the ultimate pressures or convert to ASD pressure?
I noticed that MWFRS coefficients are used. That's ok for walls, but I typically use C&C coefficients for truss anchorages. How does WFCM address this?
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?
For solar design is there any internal pressure?
Exposures previously could vary around a structure, is that still the case?
Explain the Exposure Category that has 1500' criteria.
What is the constant 0.00256 in ASCE 7-10 equation 27.3-1 based on?
Would Exposure D include large bodies of water like lake michigan or even some smaller inland lakes?
Why the reduction in load wind speed and pressure design, when the weather events are more frequent and massive?
What is the difference between the envelope procedure and directional procedure?
STD311 – 2012 WFCM – Part 2: Wind Load Distribution on Buildings – Load Paths
Are there any examples illustrating roof connections to raised heel trusses?
How do you resolve the diaphragm shear loads for sloped roofs?
Does it matter if the joist spacing is 16" or 24" o.c. for the blocking?
If you use a rafter strap over the top of the rafter at the peak can you eliminate the collar ties in the upper one third?
Are there specific design requirements in the WFCM for the nail head, diameter, and length for different types of sheathing?
If a rafter strap is used at the peak can collar ties be eliminated?
Should an interior shear wall on the top floor extend through the attic to the underside of the roof?
What force should the vertical members next to wall openings (chords) be designed for in perforated shear walls? Is it the same as the end chords?
What is the difference between the perforated shear wall method and the segmented shear wall method?
STD312 – 2012 WFCM – Part 3: Connections
Why were wind load speeds changed in ASCE 7-10 to ultimate wind to get about same psf loads?
What is the maximum roof pitch angle, beyond which the sloped roof can no longer be considered an effective resistive diaphragm element for transfer of lateral loads?
If multiple connectors are used, are their capacities additive?
What is the limit on height of studs in design of perforated or segmented shear wall design?
If the corner walls from both directions are used as shear walls, can we use one hold-down for one direction only?
Can you eliminate the collar tie with the use of a mechanical connection over or at the ridge beam?
STD313 – 2012 WFCM – Part 4: Foundation Design to Resist Flood Loads and WFCM Calculated Wind Loads
STD335 – Disaster Resistant Wood Frame Construction - Part 1: Loads and Roof Story Design
Are staples acceptable as alternate fastening per ESR 1539 Table 27 for roof sheathing?
What load combinations are taken into account in the 2015 WFCM?
Why is rafter slope limited to 12:12?
STD336 – Disaster-resistant Wood Frame Construction - Designing to Resist High Wind, Seismic, and Snow Loads - Part 2: Wall and Floor Design
What is a dropped header?
Can the WFCM be used to design for wind Exposure D?
STD415 – 2015 Special Design Provisions for Wind and Seismic Overview and Changes
Wind capacity for diaphragms has been 40% more than seismic in past versions of SDPWS. Does this still apply with the new wind loads given by ASCE 7-10 versus ASCE 7-05?
Is there any deflection criteria for flexible diaphragms in SDPWS?
Is summation of capacities allowed for shear walls sheathed on both sides with different materials?
Should the 3” x 3” washers specified for shear wall anchorage be corrosion resistant?
Do you have to block diaphragms for open front structures? If not, what are the criteria where you don't need to?
Does the SPDWS address Omega loads in shear walls which are part of a two stage analysis in typical podium structures?
Are there restrictions on the orientation of blocking? Should it be oriented flatwise or vertically?
Do the Special Design Provisions for Wind and Seismic supersede methods in the IBC or IRC?
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