1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E - Plan

Home Browse Search

Job : C23F6009A Samueli Academy - BP-CP5 NUCOR BUILDINGS GROUP Date: 07-27-23 Page: 1 Frame: FL1-FL3 By : BG\Alaa.Al-Sammari File: F05 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.31 F8.31 W188 4 3 0.0 0.00 -7.1 0.04 0.05 0.05 4 3 -2.84 0.07 0.12 0.12 2 F8.31 F8.31 W188 41 4 -1.2 0.01 -66.9 0.35 0.43 0.43 41 4 7.52 0.19 0.30 0.30 3 F8.31 F8.31 W188 41 7 -1.0 0.01 -47.9 0.27 0.33 0.34 41 7 5.81 0.14 0.30 0.30 Chkpt 1 3 4 6 7 11 Depth 8.62 22.00 19.95 8.62 Section | 1 | 2 | 3 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 5 14 0.0 0.00 0.0 0.00 0.00 0.00 5 13b 0.13 0.01 0.01 0.01 Chkpt 12 14 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.50 F12.50 W188 43 15 -4.8 0.01 -80.3 0.28 0.32 0.33 47 18 4.05 0.10 0.24 0.24 Chkpt 15 20 Depth 16.00 16.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.5000 55.00 | Web | 0.1875 55.00 | B/R Flg | 12.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 9 23 0.0 0.00 -0.2 0.00 0.00 0.00 9 22b -0.14 0.01 0.01 0.01 Chkpt 21 23 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 1215 Deflections (in): 10 yr Wind dx = -0.21 = H/ 100 WIND CASE 4 TO LEFT Seismic dx = 0.39 = H/ 55 SEISMIC TO RIGHT Story Drift = 0.48 = 0.023H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.15SW+1.15RDL+0.91EQL Stability Ratio = 0.05 1.15SW+1.15RDL+0.91EQL Fundamental Period = 0.1926 Single Story Period Maximum dx = 0.68 = H/ 31 SW+RDL+RL2 Maximum dy = -1.64 = L/ 121 @ MOD 2, SW+RDL+RL2 Max. Live dy = -1.03 = L/ 193 @ MOD 2, LIVE ON LEFT AND RIGHT 185 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024