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Basic Structural Properties E-W Building Dimension 100.5 ft N-S Building Dimension 180.5 ft Re-Entrant Corners Depth 22 ft Building Height 16 ft Structure Weight Roof Weight (including MEP & partitions) wr =28 psf Wall Weight (assumed solid) w =18 psf Roof Area (approx) Ar =16891 sq. ft Roof Dead Weight Wr = wr * Ar =472.94 kips Wall Height H =16.00 ft Roof Height Hr =15.00 ft E-W Walls Total Length Lw.ew =245 ft, openings not subtracted N-S Walls Total Length Lw.ns =361 ft, openings not subtracted Building Seismic Weight, E-W W.ew = Wr + w*(Lw.ns*(Hr/2+(H-Hr))) =528.2 kips Building Seismic Weight, N-S W.ns = Wr + w*(Lw.ew*(Hr/2+(H-Hr))) =510.4 kips Basic Seismic Demands Structure Period (Section 7.4.1.2) Period Coefficient, Ct Ct =0.02 Building Height, hn hn =16.00 ft Period Exponent, β β =0.75 Period, T T = Ct * Hr^β =0.16 s Seismic Accelerations (Section 2.4) BSE-2E Sx1 Sx1 =1.44 g (Site Class E) Sxs (= 1.26, use Sx1 = 1.44) Sxs =1.44 g (Site Class E, using Sx1 since its larger) β β =0.05 B1 B1 = 4 / [5.6 - ln(100*β)] =1.002 Sa Sa = min(Sxs, Sx1/T) / B1 =1.44 g BSE-1E Sx1 Sx1 =0.74 g (Site Class E) Sxs Sxs =0.86 g (Site Class E) Sa Sa = min(Sxs, Sx1/T) / B1 =0.86 g Roof Diaphragm Elements Plywood-Sheathed Roof Diaphragm Diaphragm Forces (Section 7.4.1.3.4), E/W Direction Sum of Floor Level Forces (LS, E/W) Fx = V =1062.3 kips Sum of Floor Level Forces (IO, E/W) Fx = V =498.5 kips Sum of Floor Level Effective Seismic Weights (E/W) Wx =528.2 kips Portion of W Tributary to Roof Diaphragm Wpx =528.2 kips (excludes in-plane walls) Diaphragm Inertial Force (LS) Fpx = (Fx / Wx) * Wpx =1062.3 kips Diaphragm Inertial Force (IO) Fpx = (Fx / Wx) * Wpx =498.5 kips Diaphragm Total Length Ld =180.5 ft Distributed Force (LS)fpx = 5885 plf Distributed Force (IO)fpx = 2762 plf Diaphragm evaluated in SAP2000 to obtain diaphragm shears and moments. Diaphragm Moment at North Re-Entrant Corner (LS) - GL B.4 M.d =1053003 lb-ft Diaphragm Moment at North Re-Entrant Corner (IO) - GL B.4 M.d =494204 lb-ft Diaphragm Moment Max between Corners (LS) M.d =1457685 lb-ft Diaphragm Moment Max between Corners (IO) M.d =684133 lb-ft Diaphragm Moment at South Re-Entrant Corner (LS) - GL C M.d =1240221 lb-ft Diaphragm Moment at South Re-Entrant Corner (IO) - GL C M.d =582071 lb-ft Diaphragm Depth at Re-Entrant Corners dd =78.5 ft Chord Force, North, LS Fc = M.d / dd =13.4 kips Chord Force, North, IO Fc = M.d / dd =6.3 kips Chord Force, Middle, LS Fc = M.d / dd =18.6 kips Chord Force, Middle, IO Fc = M.d / dd =8.7 kips Chord Force, South, LS Fc = M.d / dd =15.8 kips Chord Force, South, IO Fc = M.d / dd =7.4 kips Maximum Diaphragm Shear (GL C, LS) Vmax =178225 lb Maximum Diaphragm Shear (GL C, IO) Vmax =83646 lb 6 of 100 1327 S Grand Ave 12/12/2024