215 110TH PL SE 2024-11-08 - Laserfiche WebLink

Eco, Structural Calculations, 2/23/2023, Pg. 9 of 25 Wind Analysis - Calculation of Shear Wall Loads (continued) Wall Location: Grid C Description: Garage interior walls-verify sheathing is present Tributary Projected Area(ft) Calculations Height 12 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 18 ft Fwind =P*A = 3456 lb Calculate total wind force acting on wall Height 2 (opt.) 0 Fp = Lp*300plf= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind -Fp= 3456 lb Load resisted by shear walls Area, A 216 ft PLFshear = Fs/Ls 182 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case 1 Shear Wall, LX 19 ft Case 1:Conventional O.K. PLF< 300 0 Case 2:SW4&HDU2's 300 <PLF< 685 0 Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 0 Case 4:SW5&HDU8's 980 <PLF< 1400 0 Case 5:Other sheathing methods required 1400 <PLF< 2435 0 Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in LS = LX 19 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. Pres.Wall, Lp 0 If requirements are not met portal framing methods can be used. Summary:Grid C existing interior walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. Wall Location: Grid D Description: New Tributary Projected Area (ft) Calculations Height 12 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 12 ft Fwind =P*A = 2304 lb Calculate total wind force acting on wall Height 2(opt.) 0 Fp = Lp*300 plf 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 FS = Fwind FP= 2304 lb Load resisted by shear walls Area A 144 ft PLFshear =F I Ls 276 plf Shear Wall load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case 1 Shear Wall, LX 4.85 ft Case 1:Conventional O.K. PLF< 300 3.5 ft Case 2:SW4&HDU2's 300 <PLF< 685 0 Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 0 Case 4:SW5&HDU8's 980 <PLF< 1400 0 Case 5:Other sheathing methods required 1400 <PLF< 2435 0 Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in LS =E LX 8.35 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. Pres.Wall, Lp If requirements are not met portal framing methods can be used. 0 Summary:Grid D new exterior walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc.