2105 GRAND AVE 2017-08-18 - Laserfiche WebLink

GILLUM ADDITION An I July 24, 2013 & SDA Job # 7030 6 UPPER FRONT INEARWALL WIND 1W SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower F 1.0 tributary width F 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width =total area (For Left Wall,Use Front-Rear Load Direction) Tributary'Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type F-0.0tributary width F-T57 tributary area Values from table 2306.4.1 of the 2006 IBC F 1.0 total width 1.0 total area Roof Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) =tributary width 0.0 tributary area 2.50 Total Length of Shearwalls 1.0 total width =total area V(from upper)= 3432 Ib 2599 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 Ib 0 Ib Length of Shearwall= 2.5 ft Tributary width for dead load= 4.0 ft V(from lower)= 0 Ib 0 Ib Aspect Ratio OK Length of adjoining wall= 4.0 ft I E(Wind)= 3,432 Ib E(Smc)= 2,599 Ib Use alternate R factor for seismic?F No V = 686 PLF V= 520 PLF 3x framing required per IBC IBC 2306.4.1 (2w/h) x 0.93 x 920=535 PLF -► USE6 S>eis:rlit:cont)ois sf)r;alvlfaii d>✓sfCn CTOTAL= (floor above)+(this floor)= + 5491 lbs = 5491 lbs Wind controls TTOTAL= (floor above)+(this floor)= + 5301 lbs = 5301 lbs Load case 8 controls-Wind 141ind controls hr>lGown de gn i--------------------------------------------------------------------------------------, Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: MSTC78 value for E in equations 5,6,and 8: E=3198 lbs I OR AT FOUNDATION/INTERIOR WALLS USE: �iDU8-SDS2.5 UPPER LEFT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 1.0 tributarywidth 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 1 0.0 Itributary width F 0.0 Itributary area Values from table 2306.4.1 of the 2006 IBC 1.0 total width 1.0 1 total area Roof Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) 0.0 tributary width 0.0 tributary area 6.00 ft Total Length of Shearwalls r 1.0 total width 1.0 total area V(from upper)= 3032 Ib 2599 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 Ib 0 Ib Length of Shearwall= 2.5 ft Tributary width for dead load= 12.3 ft V(from lower)= 0 Ib 0 Ib Aspeci Ratio OK Length of adjoining wall= 4.0 ft E(Wind)= 3,032 Ib E(Smc)= 2,599 Ib Use alternate R factor for seismic?F No V = 253 PLF y= 217 PLF IBC 2306.4.1 ► (2w/h) x 0.93 x 380=221 PLF --► USE A2 Soismic controls sheanvail design CTOTAL= (floor above)+(this floor)= + 2021 lbs = 2021 lbs Wind controls TTOTAL= (floor above)+(this floor)= + 2044 lbs = 2044 lbs Load case 8 controls-Wind Wind);()ntrolS/)o/0ow/7 cies;go ------------------------------------------------------------------------'-------------i Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: F- CS14 -value for E in equations 5_6_and 8: -- - --- E= 1333 lbs OR AT FOUNDATION/INTERIOR WALLS USE: STHD8/RJ l ---' UPPER RIGHT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 1.o tributary width 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 15.0 tributary width 15.0 tributary area Values from table 2306.4.1 of the 2006 IBC 74.4 total width 74.4 total area Roof Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) 1 0.0 Itributarywidth 0.0 tributary area 17.00 ft Total Length of Shearwalls 1.0 total width 1.0 total area V(from upper)= 3032 Ib 2599 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 Ib 0 Ib Length of Shearwall= 6.3 ft Tributary width for dead load= 12.3 ft V(from lower)= 0 Ib 0 Ib Aspect Ratio OK Length of adjoining wall= 4.0 ft E(Wind)= 3,032 Ib E(Smc)= 2,599 Ib Use alternate R factor for seismic?F No V = 89 PLF V= 76 PLF IBC 2306.4.1 --► 0.93 x 260=242 PLF ► USE 1A Seismic;ontrols shearvlafl design CTOTAL= (floor above)+(this floor)= + 713 lbs = 713 lbs Wind controls TTOTAL= (floor above)+(this floor)= + 744 lbs = 744 lbs Load case 8 controls-Wind ___________________________-VVir)d controlsholdowil cl sign Where overstrength factor is applicable,use this i USE SIMPSON DESIGNED HOEDOWN: 1 CS14 value for E in equations 5,6,and 8: -- --E=470 lbs - OR AT FOUNDATION/INTERIOR WALLS USE: STHD8/RJ