Spaced lumber sheathing is not allowed in Seismic Design Category D2.
Spaced lumber sheathing for wood shingle and shake roofing shall conform to the requirements of Sections R905.7 and R905.8. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1. Table R802.11 Required Strength of Truss or Rafter Connections to Resist Wind Uplift Forces. Reserved.įigure R802.5.1 Braced Rafter Construction. Table R802.2.3(9) Rafter/Ceiling Joist Heel Joint Connections. Table R802.5.1(8) Rafter Spans for 70 PSF Ground Snow Load (Ceiling not attached to rafters, L/ = 180). Table R802.5.1(7) Rafter Spans for 70 PSF Ground Snow Load (Ceiling not attached to rafters, L/ = 180). Table R802.5.1(6) Rafter Spans for Common Lumber Species (Ground snow load = 50 psf, ceiling not attached to rafters, L/ = 240). Table R802.5.1(5) Rafter Spans for Common Lumber Species (Ground snow load = 30 psf, ceiling not attached to rafters, L/ = 240). Table R802.5.1(4) Rafter Spans for Common Lumber Species (Ground snow load = 50 psf, ceiling not attached to rafters, L/ = 180). Table R802.5.1(3) Rafter Spans for Common Lumber Species (Ground snow load = 30 psf, ceiling not attached to rafters, L/ = 180). Table R802.5.1(2) Rafter Spans for Common Lumber Species (Roof live load=20 psf, ceiling not attached to rafters, L/Δ=240. Table R802.5.1(1) Rafter Spans for Common Lumber Species (Roof live load=20 psf, ceiling not attached to rafters, L/Δ=180. Table R802.4(2) Ceiling Joist Spans For Common Lumber Species (Uninhabitable attics without storage, live load = 20 psf. Table R802.4(1) Ceiling Joist Spans For Common Lumber Species (Uninhabitable attics without storage, live load = 10 psf. R802.3.1 Ceiling joist and rafter connections. Roof sheathing shall be at a minimum attached in accordance with Section R803.2.3. Roof-ceilings of light-frame wood construction shall be designed and constructed in accordance with the provisions of Section R301.2.1.1 and Section R802.1.įor rafter connections to the top plate, straps and/or clips shall extend such that the top nail is within 1 inch of the top of the rafter with one or more nails installed on the opposite side of the rafter. For Ultimate design wind speeds, V ult greater than 150 mph, wind uplift forces shall be determined in accordance with Section R802.2 or ASCE 7.
For buildings with a roof slope of 5:12 or greater, tabulated uplift loads shall be permitted to be multiplied by 0.87. End zones extend 8 feet from building corners.Į. The overhang loads given shall be multiplied by the overhang projection and added to the roof uplift value in the table.ĭ. The overhang loads are also based on framing spaced 12 inches on center. The magnitude of the above loads shall be increased by adding the overhang loads found in the table. The uplift loads do not account for the effects of overhangs. The uplift loads include an allowance for 10 pounds of dead load.Ĭ. For roof uplift connections use the tables for 20 degrees and multiply by 1.33 for framing spaced 16 inches on center and multiply by 2 for framing spaced 24 inches on center.ī. The uplift loads are pounds per lineal foot of building length. WIND UPLIFT FORCES, UPLIFT EXPOSURE B a,b,c,e,fĪ.