Minimum transverse reinforcement = No. 4 (No. 13) hoops and crossties @ 4" spacing Spandrel beams 27" x 36" (top flange effective width - 54") 5 No. 10 (No. 32) top 5 No. 9 (No. 29) bottom Hoops and crossties not shown for clarity Normal beam 27" x 36" 5 No. 9 (No. 29) top 5 No. 8 (No. 25) bottom (a) Column 36" x 36" 12 No. 11 (No. 36) story height = 12' (b) (c) Asfy 7.59 x 60 = 455 kips 60455 455 4.96 Mnb 33.4 = 1172 ft-kips 12 2 X 60 300 kips A,fy = 5.00 x 60 5.00 300 1.63 Mnb 33.4 = 815 ft-kips 12 2 Pu fcAg 2210 0.426 upper column 4 X 1296 Pu 2306 = 0.445 lower column fA 4 × 1296 X Mnc 0.167 R = fAgh 36 Mac 0.167 X 4 X 1296 X 2597 ft-kips Mnc R = fcAgh 0.164 36 пс Mac 0.164 X 4 X 1296 X 2550 ft-kips 12 ΣΜ 2597 +25505147 ft-kips EM 1172815 = 1987 ft-kips M ΣΜΑ ΣΕ ΣΜ nb⋅ 14-12.5 So S = 4+ = 4.5 in. 3 Ash = 0.3 4 X 33 X 41296 60 1089 − 1) = 0.50 in² 4 X 33 X 4 Ash = 0.09 0.79 in² 60 T₁ + C₂ =T+TV col col Joint depth = h in plane of reinforcement generating shear Effective joint width ≤ b + h b+2x b+ 2x Reinforcement generating shear Direction of forces generating shear 19-1 x Effective area 20 √√√ Aj C 15√√√√ A 12VfAj Idh dh fydb 65Vf dm 1.6(l P1 + dm 1.6l 0.6l M3 V3 M2 b V2 T₂ C2 VAMA (a) C3 V3 T3 V4 C4 V₁ 12M₁ Τι b C₁ T4 (b) №3 -V3 2 M2<M₁M₁ V4 N4 Story height 1 2 3 Displacement (a) (b) (c)