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

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Job : C23F6009A Samueli Academy - BP-CP2, CP3, & C NUCOR BUILDINGS GROUP Date: 06-02-23 Page: 1 Frame: FL1-FL4 By : BG\Alaa.Al-Sammari File: F02 *** 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 F8.50 F8.50 W188 3 1 -0.3 0.00 -1.5 0.01 0.01 0.02 38 1 -1.40 0.05 0.16 0.16 2 F8.50 F8.50 W188 4 3 -1.9 0.01 -110.6 0.24 0.25 0.25 3 3 12.42 0.31 0.30 0.30 3 F8.50 F8.50 W188 4 6 -1.9 0.01 -80.5 0.20 0.22 0.22 3 6 10.07 0.25 0.30 0.30 Chkpt 1 2 3 5 6 11 Depth 9.00 35.00 31.41 9.00 Section | 1 | 2 | 3 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 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 30 14 0.0 0.00 0.1 0.00 0.00 0.00 30 13b 0.22 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 F12.63 F12.63 W188 43 15 -6.5 0.01 -117.8 0.34 0.35 0.36 43 18 5.44 0.13 0.33 0.33 Chkpt 15 20 Depth 16.00 16.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.6250 55.00 | Web | 0.1875 55.00 | B/R Flg | 12.0 0.6250 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 17 23 0.0 0.00 -0.4 0.01 0.01 0.01 17 22b -0.22 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) = 1605 Deflections (in): 10 yr Wind dx = -0.27 = H/ 86 WIND CASE 4 TO LEFT Seismic dx = 0.43 = H/ 55 SEISMIC TO RIGHT Story Drift = 0.54 = 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 = 0.2036 Single Story Period Maximum dx = 0.89 = H/ 26 SW+RDL+RL2 Maximum dy = -1.96 = L/ 112 @ MOD 2, SW+RDL+RL2 Max. Live dy = -1.26 = L/ 175 @ MOD 2, LIVE ON LEFT AND RIGHT 167 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024