2105 GRAND AVE 2017-06-02 - Laserfiche WebLink

GILLUM ADDITION 11111 1 July 24, 2013 SDA Job # 7030 6 UPPER FRONT fl4ARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear r 2.o Itotal width F 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 0.0 tributary width 0.0 tributary area Values from table 2306.4.1 of the 2006 IBC 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) 0.0 tributarywidth F 0.0 Itributaryarea 2.50 ft Total Length of Shearwalls ----]total width 1.0 total area V(from upper)= 3432 Ib 2599 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs 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 ?,six:::! Zar.io 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? 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 USE Q Seismic',.;or?b is sho art-✓t3/t de- 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 -- - - - - - - - - - --------------------- ----------- i�✓ir?d co, trofs hc?/dowo desify? i Where overstrength factor is applicable,use this I USE SIMPSON DESIGNED HOEDOWN: MSTC78 value for E in equations 5,6,and 8: E= 3198 lbs f OR AT FOUNDATION/INTERIOR WALLS USE: HDU8-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 tributary width 1.o tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.o total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 0.0 tributary width 0.0 tributary area Values from table 2306.4.1 of the 2006 IBC =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) 0.0 tributary width 0.0 tributary area 6.00 ft Total Length of Shearwalls 1.0 total width F1.0 I total area V(from upper)= 3032 Ib 2599 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs V(from main)= 0 Ib 0 Ib Length of Shearwall= 2.5 ft Tributary width for dead load= V(from lower)= 0 Ib 0 Ib Aspect Rato OK Length of adjoining wall=ri E(Wind)= 3,032 Ib E(Smc)= 2,599 Ib Use alternate R factor for seismic? No V = 253 PLF V= 217 PLF IBC 2306.4.1 -- ► (2w/h) x 0.93 x 380=221 PLF USE Q2 Se?rt rnic contrz?is shec ww.W 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 r,ontrols holdown deskm Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOEDOWN: CS14 I value for E in equations 5_6_and 8: - --- E=1333 lbs - OR AT FOUNDATION/INTERIOR WALLS USE: STHD8/RJ UPPER RIGHT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width F 2.0 Itotalarea (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) 0.0 tributarywidth 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 lbs V(from main)= 0 Ib 0 Ib Length of Shearwall= 6.3 It Tributary width for dead load= 12.3 ft V(from lower)= 0 Ib 0 Ib As;pecl 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? No V = 89 PLF V = 76 PLF IBC 2306.4.1 0.93 x 260=242 PLF ► USE 1Q Seismic conhols shearwUll 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 ---- - ------ --------- --- --- - -- --- -----•0.1Inial cont;'u^/s ho/t local?L1e."Ign Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOEDOWN: CS14 - -value for E in equations 5.6_and 8:-- ------- E=470 lbs --� OR AT FOUNDATION/INTERIOR WALLS USE: STHD8/RJ