TÍNH TỐN SÀN CHUYỂN NỘI LỰC Ơ SÀN 1. Moment Min Shear Min Moment Max Shear Max Nội lực tại chân vách Story Pier Story5 Story5 Story5 Story5 Story5 A2‐V11 A2‐V11 A2‐V11 A2‐V11 A2‐V11 TABLE: Pier Forces A2‐V11 P V2 V3 Load Location Case/Combo tonf tonf tonf COMB5 Min Bottom ‐6658 925 ‐151 ENVE Min Bottom ‐6658 530 ‐267 COMB5 Min Top ‐6643 925 ‐151 ENVE Min Top ‐6643 530 ‐267 COMB8 Min Bottom ‐6333 597 ‐226 T M2 M3 tonf‐m tonf‐m tonf‐m ‐150 ‐159 ‐1021 ‐187 ‐317 ‐1931 ‐150 50 ‐2323 ‐187 41 ‐3141 ‐187 ‐265 ‐1931 Story Pier Story5 Story5 Story5 Story5 A2‐V8 A2‐V8 A2‐V8 A2‐V8 TABLE: Pier Forces A2‐V8 P V2 Load Location Case/Combo tonf tonf ENVE Max Top ‐1911 155 ENVE Max Bottom ‐1918 155 ENVE Min Top ‐2964 ‐560 ENVE Min Bottom ‐2971 ‐560 V3 tonf 68 68 ‐48 ‐48 NỘI LỰC Ô SÀN 2. Moment Min: Moment Max: Shear Min: ‐ Shear Max: T M2 M3 tonf‐m tonf‐m tonf‐m 36 13 608 36 84 734 ‐29 ‐16 ‐1025 ‐29 ‐59 ‐1718 Story Pier Story5 Story5 Story5 Story5 A2‐V11 .2 A2‐V11 .2 A2‐V11 .2 A2‐V11 .2 TABLE: Pier Forces A2‐V11 (Ô SÀN 2) P V2 V3 Load Location Case/Combo tonf tonf tonf ENVE Max Top ‐5781 915 971 ENVE Max Bottom ‐5803 915 971 ENVE Min Top ‐9941 ‐417 189 ENVE Min Bottom ‐9963 ‐417 189 T M2 tonf‐m tonf‐m 18522 50531 18522 51878 ‐13385 ‐47172 ‐13385 ‐46808 M3 tonf‐m 42895 44014 ‐43575 ‐43982 NỘI LỰC Ô SÀN 3. Moment Min: Moment Max: Shear Min: ‐ Shear Max: Story Pier Story5 A2‐V7 TABLE: Pier Forces A2‐V7 P V2 V3 Load Location Case/Combo tonf tonf tonf ENVE Max Top ‐2536 636 38 T tonf‐m 4 M2 tonf‐m 35 M3 tonf‐m 1673 Story5 Story5 Story5 A2‐V7 A2‐V7 A2‐V7 ENVE Max ENVE Min ENVE Min Bottom Top Bottom ‐2542 ‐4030 ‐4036 636 ‐216 ‐216 38 ‐93 ‐93 4 ‐12 ‐12 42 ‐14 ‐96 2425 ‐1500 ‐1664 Load Case/Combo ENVE Max ENVE Max ENVE Min ENVE Min TABLE: Pier Forces A2‐V9 P V2 V3 Location tonf tonf tonf Top ‐2092 538 134 Bottom ‐2104 538 134 Top ‐6509 ‐436 ‐38 Bottom ‐6521 ‐436 ‐38 T tonf‐m 64 64 ‐28 ‐28 M2 tonf‐m 21 153 ‐35 ‐41 M3 tonf‐m 5714 6157 ‐5365 ‐5664 Story Pier Story5 Story5 Story5 Story5 A2‐V9 A2‐V9 A2‐V9 A2‐V9 Ô sàn chuyển khu vực chân vách A2-V7 (Ô SÀN CHUYỂN 03) (Deep Beam Design Based on ACI 318-14) INPUT DATA CONCRETE STRENGTH fc' = 5800 lb/in2 REBAR YIELD STRESS fy = 72500 lb/in2 FACTORED TOP LOAD Pu = 9072928 lb UNIFORM LOAD wu = 570.992 lb/in TOP LOAD LOCATION a = DEEP BEAM WIDTH b = 157.480315 in OVERALL BEAM DEPTH H = 118.1102362 in CLEAR SPAN Ln = 332.6771654 in Lb = 59.05511811 in # 0.984 @ 2.5 @ 0.984 @ SUPPORT WIDTH VERTICAL REINF 6 HORIZONTAL REINF D # D TENSION REINFORCEMENT 167.3228346 in 2.5 @ Layer Layer 53 11.81102362 in 30 cm 11.81102362 in THE BEAM DESIGN IS ADEQUATE 30 cm # 1.5748 in D cm 53 wt= 28 in ANALYSIS CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1) 1372628.8 V u = P u Max(a , L n -a) / L n = Vu / = 1830171.733 lb where < d= 104.1102362 0.75 lb 1.2E+07 lb ' f c b wd 10 in [Satisfactory] , (ACI 318-14 21.2) SIMPLY SUPPORTED Mu= Vc= 103018582.7 2497259.644 lb.in lb CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM: CHECK SHEAR Capacity Av= Avh= Vs= 4.562821626 3.802351355 2599854.359 Vu / < Vc+ Vs in2 in2 lb ok CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1) As = 206.4657077 in2 > 3b wd MIN f f ' c , y 200b wd f y 45.23 in2 [Satisfactory] (bottom chord cannot include skin reinforcement) CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7) o 25 o left = 27.87 > right = 28.11 o o [Satisfactory] [Satisfactory] Fv= CHECK STRUT CAPACITY (ACI 318-14 23) 9262884.00 lb 4604599.02 lb R left = R right = 4658284.98 lb F us,left = 9848977.43 lb 9848977.43 lb F us,right = s = 25 > 1.00 , (ACI 318-14 23.4.3) f ce = 0.85 s f c ' = 4930 8245.82 A cs,left = psi in2 0.75 A cs,right = 8271.41 , (ACI 318-14 21.2) in2 F ns,left = f ce A cs,left = 30488933.73 lb > F us,left [Satisfactory] F ns,right = f ce A cs,right = 30583533.83 lb > F us,right [Satisfactory] CHECK TIE CAPACITY (ACI 318-14 23) F ut,left = 8706320.94 lb < F nt = f y A s = 1.1E+07 lb F ut,right = 8687065.82 lb < F nt = f y A s = 1.1E+07 lb [Satisfactory] 1453706.667 lb < f y A s 1.3E+07 lb [Satisfactory] Mu/(0.6H)= = [Satisfactory] CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9) n = 0.80 f ce = 0.85 n f c ' = , (ACI 318-14 23.9) 3944 A nz = b L b = F nn = f ce A nz = lb F un,left = R left = 4604599.02 kips < F nn [Satisfactory] F un,right = R right = 4658284.98 kips < F nn [Satisfactory] 9300.0186 in2 27509455.02 lb Ô sàn chuyển khu vực chân vách A2-V8 (Ô SÀN CHUYỂN 01) (Deep Beam Design Based on ACI 318-14) INPUT DATA CONCRETE STRENGTH fc' = 5800 lb/in2 REBAR YIELD STRESS fy = 72500 lb/in2 FACTORED TOP LOAD Pu = 6663072 lb UNIFORM LOAD wu = 570.992 lb/in TOP LOAD LOCATION a = 90.5511811 in DEEP BEAM WIDTH b = 171.2598425 in OVERALL BEAM DEPTH H = 118.1102362 in CLEAR SPAN Ln = 172 in Lb = 20 in # 0.984 @ 2.5 @ 0.984 @ SUPPORT WIDTH VERTICAL REINF 6 HORIZONTAL REINF D # D TENSION REINFORCEMENT 2.5 @ Layer Layer 58 11.81102362 in 30 cm 11.81102362 in THE BEAM DESIGN IS ADEQUATE 30 cm # 1.5748 in D cm 58 wt= 28 in ANALYSIS CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1) 2020952 V u = P u Max(a , L n -a) / L n = Vu / = 2694602.667 lb where < d= 104.1102362 0.75 lb 1.4E+07 lb ' f c b wd 10 in [Satisfactory] , (ACI 318-14 21.2) SIMPLY SUPPORTED Mu= Vc= 103018582.7 2715769.863 lb.in lb CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM: CHECK SHEAR Capacity Av= Avh= Vs= 4.562821626 3.802351355 2537350.674 Vu / < Vc+ Vs in2 in2 lb ok CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1) As = 225.9436047 in2 > 3b wd MIN f f ' c , y 200b wd f y 49.19 in2 [Satisfactory] (bottom chord cannot include skin reinforcement) CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7) o 25 o left = 46.00 > right = 48.70 o o [Satisfactory] [Satisfactory] Fv= CHECK STRUT CAPACITY (ACI 318-14 23) 6761282.62 lb 3204334.06 lb R left = R right = 3556948.56 lb F us,left = 4454828.52 lb 4454828.52 lb F us,right = s = 25 > 1.00 , (ACI 318-14 23.4.3) f ce = 0.85 s f c ' = 4930 5795.03 A cs,left = psi in2 0.75 A cs,right = 5738.01 , (ACI 318-14 21.2) in2 F ns,left = f ce A cs,left = 21427117.41 lb > F us,left [Satisfactory] F ns,right = f ce A cs,right = 21216305.60 lb > F us,right [Satisfactory] CHECK TIE CAPACITY (ACI 318-14 23) F ut,left = 3094792.46 lb < F nt = f y A s = 1.2E+07 lb F ut,right = 2939935.53 lb < F nt = f y A s = 1.2E+07 lb [Satisfactory] 1453706.667 lb < f y A s 1.4E+07 lb [Satisfactory] A nz = b L b = 3425.19685 Mu/(0.6H)= = [Satisfactory] CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9) n = 0.80 f ce = 0.85 n f c ' = , (ACI 318-14 23.9) 3944 F nn = f ce A nz = lb F un,left = R left = 3204334.06 kips < F nn [Satisfactory] F un,right = R right = 3556948.56 kips < F nn [Satisfactory] in2 10131732.28 lb Ô sàn chuyển khu vực chân vách A2-V9 (Ô SÀN CHUYỂN 03) (Deep Beam Design Based on ACI 318-14) INPUT DATA CONCRETE STRENGTH fc' = 5800 lb/in2 REBAR YIELD STRESS fy = 72500 lb/in2 FACTORED TOP LOAD Pu = 9072928 lb UNIFORM LOAD wu = 570.992 lb/in TOP LOAD LOCATION a = DEEP BEAM WIDTH b = 157.480315 in OVERALL BEAM DEPTH H = 118.1102362 in CLEAR SPAN Ln = 332.6771654 in Lb = 59.05511811 in # 0.984 @ 2.5 @ 0.984 @ SUPPORT WIDTH VERTICAL REINF 6 HORIZONTAL REINF D # D TENSION REINFORCEMENT 198.8188976 in 2.5 @ Layer Layer 53 11.81102362 in 30 cm 11.81102362 in THE BEAM DESIGN IS ADEQUATE 30 cm # 1.5748 in D cm 53 wt= 28 in ANALYSIS CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1) 1372628.8 V u = P u Max(a , L n -a) / L n = Vu / = 1830171.733 lb where < d= 104.1102362 0.75 lb 1.2E+07 lb ' f c b wd 10 in [Satisfactory] , (ACI 318-14 21.2) SIMPLY SUPPORTED Mu= Vc= 103018582.7 2497259.644 lb.in lb CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM: CHECK SHEAR Capacity Av= Avh= Vs= 4.562821626 3.802351355 2599854.359 Vu / < Vc+ Vs in2 in2 lb ok CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1) As = 206.4657077 in2 > 3b wd MIN f f ' c , y 200b wd f y 45.23 in2 [Satisfactory] (bottom chord cannot include skin reinforcement) CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7) o 25 o left = 24.51 > right = 32.51 o o not ok [Satisfactory] Fv= CHECK STRUT CAPACITY (ACI 318-14 23) 9262884.00 lb 3745623.59 lb R left = R right = 5517260.41 lb F us,left = 9028916.41 lb 9028916.41 lb F us,right = s = 25 > 1.00 , (ACI 318-14 23.4.3) f ce = 0.85 s f c ' = 4930 7870.21 A cs,left = psi in2 0.75 A cs,right = 8716.31 , (ACI 318-14 21.2) in2 F ns,left = f ce A cs,left = 29100091.19 lb > F us,left [Satisfactory] F ns,right = f ce A cs,right = 32228562.36 lb > F us,right [Satisfactory] CHECK TIE CAPACITY (ACI 318-14 23) F ut,left = 8215329.30 lb < F nt = f y A s = 1.1E+07 lb F ut,right = 7614446.53 lb < F nt = f y A s = 1.1E+07 lb [Satisfactory] 1453706.667 lb < f y A s 1.3E+07 lb [Satisfactory] Mu/(0.6H)= = [Satisfactory] CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9) n = 0.80 f ce = 0.85 n f c ' = , (ACI 318-14 23.9) 3944 A nz = b L b = F nn = f ce A nz = lb F un,left = R left = 3745623.59 kips < F nn [Satisfactory] F un,right = R right = 5517260.41 kips < F nn [Satisfactory] 9300.0186 in2 27509455.02 lb Ô sàn chuyển khu vực chân vách A2-V11 (Ô SÀN CHUYỂN 02) (Deep Beam Design Based on ACI 318-14) INPUT DATA CONCRETE STRENGTH fc' = 5800 lb/in2 REBAR YIELD STRESS fy = 72500 lb/in2 FACTORED TOP LOAD Pu = UNIFORM LOAD wu = TOP LOAD LOCATION a = 137.7952756 in DEEP BEAM WIDTH b = 149.6062992 in OVERALL BEAM DEPTH H = 118.1102362 in CLEAR SPAN Ln = 172 in Lb = 20 in # 0.984 @ 2.5 @ 0.984 @ SUPPORT WIDTH VERTICAL REINF 6 HORIZONTAL REINF D # D TENSION REINFORCEMENT 9649415.111 lb 570.992 2.5 @ Layer Layer 58 lb/in 11.81102362 in 30 cm 11.81102362 in THE BEAM DESIGN IS ADEQUATE 30 cm # 1.5748 in D cm 58 wt= 28 in ANALYSIS CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1) 2050400.8 V u = P u Max(a , L n -a) / L n = Vu / = 2733867.733 lb where < d= 104.1102362 0.75 lb 1.2E+07 lb ' f c b wd 10 in [Satisfactory] , (ACI 318-14 21.2) SIMPLY SUPPORTED Mu= Vc= 103625808.2 2372396.662 lb.in lb CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM: CHECK SHEAR Capacity Av= Avh= Vs= 4.562821626 3.802351355 2537350.674 Vu / < Vc+ Vs in2 in2 lb ok CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1) As = 225.9436047 in2 > 3b wd MIN f f ' c , y 200b wd f y 42.97 in2 [Satisfactory] (bottom chord cannot include skin reinforcement) CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7) o 25 o left = 35.16 > right = 66.99 o o [Satisfactory] [Satisfactory] Fv= CHECK STRUT CAPACITY (ACI 318-14 23) 9747625.74 lb 1968033.13 lb R left = R right = 7779592.61 lb F us,left = 3417400.22 lb 3417400.22 lb F us,right = s = 25 > 1.00 , (ACI 318-14 23.4.3) f ce = 0.85 s f c ' = 4930 5147.74 A cs,left = psi in2 0.75 A cs,right = 4391.30 , (ACI 318-14 21.2) in2 F ns,left = f ce A cs,left = 19033758.89 lb > F us,left [Satisfactory] F ns,right = f ce A cs,right = 16236847.96 lb > F us,right [Satisfactory] CHECK TIE CAPACITY (ACI 318-14 23) F ut,left = 2793827.09 lb < F nt = f y A s = 1.2E+07 lb F ut,right = 1335605.96 lb < F nt = f y A s = 1.2E+07 lb [Satisfactory] 1462275.293 lb < f y A s 1.4E+07 lb [Satisfactory] A nz = b L b = 2992.125984 Mu/(0.6H)= = [Satisfactory] CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9) n = 0.80 f ce = 0.85 n f c ' = , (ACI 318-14 23.9) 3944 F nn = f ce A nz = lb F un,left = R left = 1968033.13 kips < F nn [Satisfactory] F un,right = R right = 7779592.61 kips < F nn [Satisfactory] in2 8850708.66 lb ...Story Pier Story5 Story5 Story5 Story5 A2 V8 A2 V8 A2 V8 A2 V8 TABLE: Pier Forces A2 V8 P V2 Load Location Case/Combo tonf tonf ENVE Max Top ‐1911... ‐1025 ‐29 ‐59 ‐1718 Story Pier Story5 Story5 Story5 Story5 A2 V11 .2 A2 V11 .2 A2 V11 .2 A2 V11 .2 TABLE: Pier Forces A2 V11 (Ô SÀN 2) P V2 V3 Load Location Case/Combo tonf tonf ... 6157 ‐5365 ‐5664 Story Pier Story5 Story5 Story5 Story5 A2 V9 A2 V9 A2 V9 A2 V9 Ô sàn chuyển khu vực chân vách A2- V7 (Ô SÀN CHUYỂN 03) (Deep Beam Design Based on ACI 318-14) INPUT