TABLE: Pier Forces A2‐V7.
Trang 1NỘI LỰC Ô SÀN 1.
Nội lực tại chân vách
TABLE: Pier Forces A2‐V11
Story5 A2‐V11 COMB5 Min Bottom ‐6658 925 ‐151 ‐150 ‐159 ‐1021 Story5 A2‐V11 ENVE Min Bottom ‐6658 530 ‐267 ‐187 ‐317 ‐1931 Story5 A2‐V11 COMB5 Min Top ‐6643 925 ‐151 ‐150 50 ‐2323
Story5 A2‐V11 COMB8 Min Bottom ‐6333 597 ‐226 ‐187 ‐265 ‐1931
Trang 2Story5 A2‐V8 ENVE Min Bottom ‐2971 ‐560 ‐48 ‐29 ‐59 ‐1718
NỘI LỰC Ô SÀN 2.
Trang 3Story5 A2‐V11 .2 ENVE Max Top ‐5781 915 971 18522 50531 42895
Story5 A2‐V11 .2 ENVE Max Bottom ‐5803 915 971 18522 51878 44014
Story5 A2‐V11 .2 ENVE Min Top ‐9941 ‐417 189 ‐13385 ‐47172 ‐43575
Story5 A2‐V11 .2 ENVE Min Bottom ‐9963 ‐417 189 ‐13385 ‐46808 ‐43982
NỘI LỰC Ô SÀN 3.
TABLE: Pier Forces A2‐V7
Trang 4Story5 A2‐V7 ENVE Max Bottom ‐2542 636 38 4 42 2425
TABLE: Pier Forces A2‐V9
Trang 5
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 = 167.3228346 in
DEEP BEAM WIDTH b = 157.480315 in
OVERALL BEAM DEPTH H = 118.1102362 in
CLEAR SPAN Ln = 332.6771654 in
SUPPORT WIDTH Lb = 59.05511811 in
VERTICAL REINF 6 # 0.984 @ 11.81102362 in
HORIZONTAL REINF 5 # 0.984 @ 11.81102362 in
TENSION REINFORCEMENT 2 Layer 53 # 1.5748 in wt= 28 in
ANALYSIS
CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1)
V u = P u Max(a , L n -a) / L n = 1372628.8 lb
V u / = 1830171.733 lb < 1.2E+07 lb [Satisfactory]
0.75 , (ACI 318-14 21.2)
SIMPLY SUPPORTED
Mu= 103018582.7 lb.in
CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM:
CHECK SHEAR Capacity
V u / < V c + V s ok
CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1)
A s = 206.4657077 in2
[Satisfactory] (bottom chord cannot include skin reinforcement)
CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7)
left = 27.87 o > 25 o
[Satisfactory]
[Satisfactory]
CHECK STRUT CAPACITY (ACI 318-14 23) Fv= 9262884.00 lb
R left = 4604599.02 lb
R right = 4658284.98 lb
F us,left = 9848977.43 lb
F us,right = 9848977.43 lb
s = 1.00 , (ACI 318-14 23.4.3)
f ce = 0.85 s f c ' = 4930 psi 0.75 , (ACI 318-14 21.2)
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 [Satisfactory]
F ut,right = 8687065.82 lb < F nt = f y A s = 1.1E+07 lb [Satisfactory]
Mu/(0.6H)= 1453706.667 lb < f y A s = 1.3E+07 lb [Satisfactory]
CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9)
n = 0.80 , (ACI 318-14 23.9) A nz = b L b = 9300.0186 in2
f ce = 0.85 n f c ' = 3944 lb F nn = f ce A nz = 27509455.02 lb
F un,left = R left = 4604599.02 kips < F nn [Satisfactory]
F un,right = R right = 4658284.98 kips < F nn [Satisfactory]
Ô sàn chuyển khu vực chân vách A2-V7 (Ô SÀN CHUYỂN 03)
(Deep Beam Design Based on ACI 318-14)
'
10 f c b w d
'
,
MIN
Trang 6INPUT 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
VERTICAL REINF 6 # 0.984 @ 11.81102362 in
HORIZONTAL REINF 5 # 0.984 @ 11.81102362 in
TENSION REINFORCEMENT 2 Layer 58 # 1.5748 in wt= 28 in
ANALYSIS
CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1)
V u = P u Max(a , L n -a) / L n = 2020952 lb
V u / = 2694602.667 lb < 1.4E+07 lb [Satisfactory]
0.75 , (ACI 318-14 21.2)
SIMPLY SUPPORTED
Mu= 103018582.7 lb.in
CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM:
CHECK SHEAR Capacity
V u / < V c + V s ok
CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1)
A s = 225.9436047 in2
[Satisfactory] (bottom chord cannot include skin reinforcement)
CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7)
left = 46.00 o > 25 o
[Satisfactory]
[Satisfactory]
CHECK STRUT CAPACITY (ACI 318-14 23) Fv= 6761282.62 lb
R left = 3204334.06 lb
R right = 3556948.56 lb
F us,left = 4454828.52 lb
F us,right = 4454828.52 lb
s = 1.00 , (ACI 318-14 23.4.3)
f ce = 0.85 s f c ' = 4930 psi 0.75 , (ACI 318-14 21.2)
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 [Satisfactory]
F ut,right = 2939935.53 lb < F nt = f y A s = 1.2E+07 lb [Satisfactory]
Mu/(0.6H)= 1453706.667 lb < f y A s = 1.4E+07 lb [Satisfactory]
CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9)
n = 0.80 , (ACI 318-14 23.9) A nz = b L b = 3425.19685 in2
f ce = 0.85 n f c ' = 3944 lb F nn = f ce A nz = 10131732.28 lb
F un,left = R left = 3204334.06 kips < F nn [Satisfactory]
F un,right = R right = 3556948.56 kips < F nn [Satisfactory]
Ô sàn chuyển khu vực chân vách A2-V8 (Ô SÀN CHUYỂN 01)
(Deep Beam Design Based on ACI 318-14)
'
10 f c b w d
'
,
MIN
Trang 7INPUT 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 = 198.8188976 in
DEEP BEAM WIDTH b = 157.480315 in
OVERALL BEAM DEPTH H = 118.1102362 in
CLEAR SPAN Ln = 332.6771654 in
SUPPORT WIDTH Lb = 59.05511811 in
VERTICAL REINF 6 # 0.984 @ 11.81102362 in
HORIZONTAL REINF 5 # 0.984 @ 11.81102362 in
TENSION REINFORCEMENT 2 Layer 53 # 1.5748 in wt= 28 in
ANALYSIS
CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1)
V u = P u Max(a , L n -a) / L n = 1372628.8 lb
V u / = 1830171.733 lb < 1.2E+07 lb [Satisfactory]
0.75 , (ACI 318-14 21.2)
SIMPLY SUPPORTED
Mu= 103018582.7 lb.in
CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM:
CHECK SHEAR Capacity
V u / < V c + V s ok
CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1)
A s = 206.4657077 in2
[Satisfactory] (bottom chord cannot include skin reinforcement)
CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7)
left = 24.51 o > 25 o
not ok
[Satisfactory]
CHECK STRUT CAPACITY (ACI 318-14 23) Fv= 9262884.00 lb
R left = 3745623.59 lb
R right = 5517260.41 lb
F us,left = 9028916.41 lb
F us,right = 9028916.41 lb
s = 1.00 , (ACI 318-14 23.4.3)
f ce = 0.85 s f c ' = 4930 psi 0.75 , (ACI 318-14 21.2)
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 [Satisfactory]
F ut,right = 7614446.53 lb < F nt = f y A s = 1.1E+07 lb [Satisfactory]
Mu/(0.6H)= 1453706.667 lb < f y A s = 1.3E+07 lb [Satisfactory]
CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9)
n = 0.80 , (ACI 318-14 23.9) A nz = b L b = 9300.0186 in2
f ce = 0.85 n f c ' = 3944 lb F nn = f ce A nz = 27509455.02 lb
F un,left = R left = 3745623.59 kips < F nn [Satisfactory]
F un,right = R right = 5517260.41 kips < F nn [Satisfactory]
Ô sàn chuyển khu vực chân vách A2-V9 (Ô SÀN CHUYỂN 03)
(Deep Beam Design Based on ACI 318-14)
'
10 f c b w d
'
,
MIN
Trang 8INPUT DATA
CONCRETE STRENGTH fc' = 5800 lb/in2
REBAR YIELD STRESS fy = 72500 lb/in2
FACTORED TOP LOAD Pu = 9649415.111 lb
UNIFORM LOAD wu = 570.992 lb/in
TOP LOAD LOCATION a = 137.7952756 in
DEEP BEAM WIDTH b = 149.6062992 in
OVERALL BEAM DEPTH H = 118.1102362 in
VERTICAL REINF 6 # 0.984 @ 11.81102362 in
HORIZONTAL REINF 5 # 0.984 @ 11.81102362 in
TENSION REINFORCEMENT 2 Layer 58 # 1.5748 in wt= 28 in
ANALYSIS
CHECK SECTION LIMITATION (ACI 318-14 9.9.2.1)
V u = P u Max(a , L n -a) / L n = 2050400.8 lb
V u / = 2733867.733 lb < 1.2E+07 lb [Satisfactory]
0.75 , (ACI 318-14 21.2)
SIMPLY SUPPORTED
Mu= 103625808.2 lb.in
CHECK ALLOW FOR STRENGTH INCREASE IN DEEP BEAM:
CHECK SHEAR Capacity
V u / < V c + V s ok
CHECK MINIMUM FLEXURAL REINFORCEMENT (ACI 318-14 9.6.1)
A s = 225.9436047 in2
[Satisfactory] (bottom chord cannot include skin reinforcement)
CHECK ANGLE LIMITATION OF STRUT-AND TIE MODEL (ACI 318-14 23.2.7)
left = 35.16 o > 25 o
[Satisfactory]
[Satisfactory]
CHECK STRUT CAPACITY (ACI 318-14 23) Fv= 9747625.74 lb
R left = 1968033.13 lb
R right = 7779592.61 lb
F us,left = 3417400.22 lb
F us,right = 3417400.22 lb
s = 1.00 , (ACI 318-14 23.4.3)
f ce = 0.85 s f c ' = 4930 psi 0.75 , (ACI 318-14 21.2)
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 [Satisfactory]
F ut,right = 1335605.96 lb < F nt = f y A s = 1.2E+07 lb [Satisfactory]
Mu/(0.6H)= 1462275.293 lb < f y A s = 1.4E+07 lb [Satisfactory]
CHECK NODAL ZONES CAPACITY (ACI 318-14 23.9)
n = 0.80 , (ACI 318-14 23.9) A nz = b L b = 2992.125984 in2
f ce = 0.85 n f c ' = 3944 lb F nn = f ce A nz = 8850708.66 lb
F un,left = R left = 1968033.13 kips < F nn [Satisfactory]
F un,right = R right = 7779592.61 kips < F nn [Satisfactory]
Ô sàn chuyển khu vực chân vách A2-V11 (Ô SÀN CHUYỂN 02)
(Deep Beam Design Based on ACI 318-14)
'
10 f c b w d
'
,
MIN