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

C&C 3 East E Windward -29.86 18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 East Windward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 South E Leeward -29.86 18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 0.84 0.98 C&C 3 South Leeward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 0.84 0.98 C&C 3 South E Windward -29.86 18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 0.84 0.98 C&C 3 South Windward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 0.84 0.98 C&C 3 West E Leeward -29.86 18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West Leeward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West E Leeward -29.86 18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West Leeward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West E Windward -29.86,18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West Windward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West E Windward -29.86 18.9 -1.40 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 C&C 3 West Windward -24.19 18.9 -1.10 0.00 0.00 0.0 0.72 32.7 1.00 32.7 30.0 1.19 0.82 Block 2: EW x NS = 0.00 x 0.00 Mean Roof Height = 30.58 Type Level Face Direction p q GCp Cp Gz z-G Kz z-K Kzt z-Kzt theta L/B h/L Seismic Load Generation ASCE 7-10 12.8 Equivalent Lateral Force Procedure Site Information: Risk Category II - All others Irregular (Horz or in-plane v.), bearing wall structure Site class D S1 = 0.51, (Fv = 1.50) Ss = 1.33, (Fa = 1.00) R and T are shown in base shear table below for each force direction. Seismic Design Category D Ta: Calculated - refer to Equations and Base Shear table below Rd, Ro: Refer to Base Shear table below Legend: V - Total design base shear Cvx - Vertical distribution factor for level x Fx - Storey shear force, level x R - Response modification factor Fj - Total force on a building mass element j Ie - Seismic importance factor hn - Height of structure to mid-roof Cu - Coefficient for upper limit on period T hx - Ceiling height of level x (floor of x+1) Cs - Seismic design coefficient W - Total seismic dead load on structure Sds - Design short period spectral acceleration wx - Dead load tributary to story x Sdl - Design 1 s spectral response acceleration wj - Dead load of building mass element x Ss - Mapped short period spectral acceleration T - Fundamental period of vibration S1 - Mapped 1 s spectral response acceleration Tmax - Maximumum period of vibration Fa - Acceleration-based site coefficient Ta - Approximate period of vibration Fv - Velocity-based site coefficient Equations: Fj = Fx wj / wx. 12.8.4.1 Fx = Cvx V Eqn 12.8-11 (Categories B-F) Fx = 0.01 wx Eqn 1.4-1 (Category A) V = Cs W Eqn 12.8-1 Cvx = hx^k wx / SUM(wx hx^k) Eqn 12.8-12 k = k(T) Note, 12.8-12 Cscalc = Sds Ie/R Eqn 12.8-2 Csmax = Sdl Ie/(R T) Eqn 12.8-3 Csmin = max (0.044 Ie Sds, 0.01) Eqn 12.8-5 Csmin = 0.5 S1 Ie/R (Sds >= 0.6g) Eqn 12.8-6 Ta = Ct hn^(3/4), hn in m Eqn 12.8-7 Ie = Ie(risk category) Table 1.5-2 Tmax = Ta Cu 12.8.2 Cu = Cu(Sdl) Table 12.8-1 Sds = 2/3 Fa Ss Eqns 11.4-1,4-3 Sdl = 2/3 Fv Sl Eqns 11.4-2,4-4 Fa = Fa(Ss, Site Class) Table 11.4-1 Fv = Fv(S1, Site Class) Table 11.4-2 Design Category SDC (Sds, Sdl, occupancy) Tables 11.6-1,6-2 User Input and Source: Site Classes A-F Table 20.3-1 Risk Category Table 1.5-1 S1 and Ss (mapped*) Figures 22-1 to 22-14 Fa and Fv for site profile F, maybe E Site specific study R (also calculated) Table 12.2-1 T (also calculated using Ta) deformational analysis Structure Type (regularity) 12.3.2,3; Tables 12.3-1,2 *Ss for Cs is 1.5 for regular structure <= 5 stories, T <= 0.5 (12.8.1.3) Page 7