3317 RUCKER AVE C D 2020-07-15 - Laserfiche WebLink

WoodWorksO ShearWalls 17134.1 Rucker Duplex Lateral-UPDATED FEB 2018.wsw Feb.11,201812:21:19 MWFRS HOLD-DOWN DISPLACEMENT(flexible wind design,continued) 4-1 S->N CS16 - 1 -63 .000 .000 0.000 - - .000 0.04 0.04 0.02 N->S CS16 - 1 -35 .000 .000 0.000 - - .000 0.04 0.04 0.02 Line 5 5-1 S->N CS16 - 1 -63 .000 .000 0.000 - - .000 0.04 0.04 0.02 N->S CS16 - 1 -35 .000 .000 0.000 - - .000 0.04 0.04 0.02 Line 7 7-1 S->N CS16 - 1 -422 .000 .000 0.000 - - .000 0.04 0.04 0.01 N->S CS16 - 1 -593 .000 .000 0.000 - - .000 0.04 0.04 0.01 Line A A-1 Both CS16 - 1 873 .064 .000 0.064 - - .071 0.04 0.17 0.35 A-3 W->E CS16 - 1 -524 .000 .000 0.000 - - .000 0.00 0.00 0.00 E->W CS16 - 1 427 .031 .000 0.031 - - .071 0.04 0.14 0.30 A-5 W->E CS16 - 1 427 .031 .000 0.031 - - .071 0.04 0.14 0.30 E->W CS16 - 1 -524 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-7 Both CS16 - 1 873 .064 .000 0.064 - - .071 0.04 0.17 0.35 Line G G-1 Both CS16 - 1 1036 .076 .000 0.076 - - .071 0.04 0.19 0.37 G-3 W->E CS16 - 1 1036 .076 .000 0.076 - - .071 0.04 0.19 0.37 E->W CS16 - 1 -260 .000 .000 0.000 - - .000 0.00 0.00 0.00 G-4 W->E CS16 - 1 -260 .000 .000 0.000 - - .000 0.00 0.00 0.00 E->W CS16 - 1 1036 .076 .000 0.076 - - .071 0.04 0.19 0.37 G-6 Both CS16 - 1 1036 .076 .000 0.076 - - .071 0.04 0.19 0.37 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearline B Dir-Force direction Uplift force(P)-Accumulated ASD hold-down tension force from overturning,dead and wind uplift.For perforated walls,T from SDPWS 4.3-8 is used for overturning da-Vertical displacements due to the following components: Elong/Disp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturer's value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with*=(ASD uplift force/ASD hold-down capacity)x max ASD elongation or displacement *-Maximum strength-level elongation or displacement is used.May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PL/(Ab x Es); Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi; L=Lb-Lh; Lb=Total bolt length shown in Storey Information table; Lh=Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=ASD uplift force P/number of fasteners Bolts: = Pf/(270,000 D"1.5) (NDS 11.3.6);D=bolt diameter Nails: =en,from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002 x(12%fabrication-10% in-service moisture contents)x Ls Ls=Perp.-to-grain length between fasteners subject to shrinkage,shown in Storey Information table Crush+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis-cuts,gaps,etc. Total da= Elong/Disp+Slippage+Shrink+Crush+Extra Hold Defl-Horizontal deflection= h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h=wall height;b=segment length between openings;h,b values in Deflection table WARNING-At least some hold-downs do not have displacement values for the thickness of end studs selected,so additional jack studs or blocking required. 37