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BEAM DESIGN CALCULATION Group
:G1
Beam No
:B1
Analysis Reference (Member)
7m :52
Beam Length
:3599.99
mm
Breadth (B)
:200
mm
Depth (D)
:300
mm
Effective Depth (d)
:250
mm
Design Code
:ACI 318M - 2011
Beam Type
:Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
:C21
N/sqmm
Grade Of Steel
:Fy230
N/sqmm
Clear Cover (Cmin)
:40
mm N/sqmm kNm
Es Mubal
:
:2x10^5 66.53
As,min (flex) (B)
:
304.35
sqmm
As,nominal (Bn)
:
65
sqmm
For Longitudinal Reinf Beam Bottom
Beam Top
Left 23
Mid 19
Right 25
Left 21
Mid 23
Right 19
19
15
21
17
19
15
3.076 59.9 -
5.292 103.64 -
2.76 53.67 -
13.454 269.34 -
2.9 56.44 -
13.547 271.26 -
-
-
-
-
-
-
Ast (sqmm)
201.06
134.73
201.06
304.35
73.38
304.35
AstPrv (sqmm) Reinforcement
226.2 2-#12
226.2 2-#12
226.2 2-#12
402.12 2-#16
402.12 2-#16
402.12 2-#16
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D)
Note: Calculation of Ast Ast
=
Max {B, C+D, A+D} (for Mu > 0)
Ast Where,
=
Bn (for Mu = 0)
A
=
Asc (flex)
=
B Bn
= =
As,min (flex) As,nominal
= =
C
=
As (flex)
=
D
=
Al (Dist)
=
Compression reinforcement required for
Ast (Dist) (sqmm)
bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
=
For Transverse Reinf
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm)
Left 9 0.804 10.7 -
Mid 9 0.452 7.28 1.32
Right 9 0.804 9.54 -
Vc (kN)
32.62
30.38
32.62
Vs (kN)
-
-
-
D+L
V (kN) Mh (kNm)
3.93 27.03
3.68 27.03
Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
15.67 7.93 15.79 15.79 15.79 304.35 0
304.35 0
15.67 15.54 8.18 15.54 15.54 304.35 0
-
-
Ao= Φ*Aoh
-
At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm)
2 10 304.35 304.348 100 100
2 10 304.35 304.348 125 125
2 10 304.35 304.348 100 100
Av Total Prv (sqmm)
1570.8
1256.64
1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia
=
Spc4 = d / 4 Spc5 Provided Spacing
= = =
72 62 150 100
mm mm mm mm
Mid Section Provided Spacing
=
125
mm
Skin reinforcement Beam Width Beam Depth
= 200 = 300
Depth
= 300 <= 1000
Group
: G1
Beam No
: B2
Analysis Reference (Member)
mm mm
7m : 53
Beam Length
: 2600
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
: 250
mm
Effective Depth (d) Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis
Left 23
Beam Bottom Mid Right 19 25
Left 21
Beam Top Mid 15
Right 19
Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D)
19 7.47 147.14 -
15 5.083 99.49 -
21 7.21 142 -
17 11.504 229.07 -
11 4.646 90.83 -
15 12.522 250.02 -
Ast (sqmm) AstPrv (sqmm) Reinforcement
201.06 226.2 2-#12
129.33 226.2 2-#12
201.06 226.2 2-#12
297.79 402.12 2-#16
118.08 402.12 2-#16
304.35 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
C
=
As (flex)
=
D
=
Al (Dist)
=
= = =
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left
Mid
Right
9 0.804 4.47 0.1 32.62 -
9 0.804 5.98 32.62 -
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
9 0.804 6.27 32.62 -
V (kN) Mh (kNm) Ms (kNm)
2.61 27.03 15.67
2.43 27.03 15.67
Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
13.81 19.03 19.03 19.03 304.35 0
18.85 13.99 18.85 18.85 304.35 0
D+L
304.35 0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
-
-
-
2 10 304.35 304.348 100 100 1570.8
2 10 304.35 304.348 125 125 1256.64
2 10 304.35 304.348 100 100 1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing
= = =
62 150 100
mm mm mm
=
125
mm
Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 = 300
mm mm = 300 <= 1000
Group
:
G1
Beam No
:
B3
Analysis Reference (Member)
7m : 54
Beam Length
: 800
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
:
ACI 318M - 2011
Beam Type
:
Cantilever Beam
Grade Of Concrete (Fck)
:
C21
N/sqmm
Grade Of Steel
:
Fy230
N/sqmm
Clear Cover (Cmin)
: 40
Es
:
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
mm 2x10^5
N/sqmm
For Longitudinal Reinf Beam Bottom Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
Left -
Mid 22 18 0.149 2.89 -
Right 22 18 0.19 3.66 -
Left 22 18 0.444 8.6 -
Beam Top Mid 22 18 0.167 3.23 -
-
-
-
-
-
-
65
65
65
65
65
65
226.2 2-#12
226.2 2-#12
226.2 2-#12
402.12 2-#16
402.12 2-#16
402.12 2-#16
Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) Av (sqmm) Tu (kNm)
Right -
9 0.804 1.58 32.62 304.35 0
Mid
Right
9 0.804 1.06 0.09 32.62 304.35 0
9 0.452 0.53 30.38 304.35 0
Ao= Φ*Aoh
-
-
-
At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm)
2 10 304.35 304.348 125 125
2 10 304.35 304.348 125 125
2 10 304.35 304.348 125 125
Av Total Prv (sqmm)
1256.64
1256.64
1256.64
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G2
Beam No
: B4
Analysis Reference (Member)
7m : 55
Beam Length
: 3599.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm)
Beam Bottom Left Mid Right 23 19 25 19 15 21 0.919 8.416 0.72
As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E)
17.81 -
166.19 -
13.99 -
Left 21 17 18.896
Beam Top Mid 23 19 2.922
Right 19 15 18.715
384.16 -
56.88 -
380.27 -
Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
201.06 226.2 2-#12
216.05 226.2 2-#12
201.06 226.2 2-#12
Note: Calculation of Ast Ast Ast Where,
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
384.16 402.12 2-#16
73.95 402.12 2-#16
380.26 402.12 2-#16
A B Bn
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left 9 0.804 17.98 32.62
Mid 9 0.452 12.92 2.21 30.38
Right 9 0.804 15.37 32.62
-
-
-
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
5.32 27.03 15.67 6.54 17.18 17.18 17.98 304.35 0
304.35 0
4.81 27.03 15.67 16.67 7.05 16.67 16.67 304.35 0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm)
2 10 304.35 304.348 100
2 10 304.35 304.348 125
2 10 304.35 304.348 100
SPrv (mm) Av Total Prv (sqmm)
100 1570.8
125 1256.64
100 1570.8
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G2
Beam No
: B5
Analysis Reference (Member)
7m : 56
Beam Length
: 2600
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A)
Beam Bottom Left Mid Right 23 19 25 19 15 21 6.875 5.625 6.9 135.21 110.27 135.76 -
-
-
Left 21 17 14.226 285.39
Beam Top Mid 15 11 4.777 93.44
Right 19 15 14.708 295.46
-
-
-
Tu (kNm) Tcr/4 (kNm)
-
Al, min(sqmm)(Tor.) (D)
-
-
-
201.06 226.2 2-#12
143.35 226.2 2-#12
201.06 226.2 2-#12
Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
-
-
-
-
-
-
-
-
304.35 402.12 2-#16
121.47 402.12 2-#16
304.35 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Mid 9 0.804 7.11 0.07 32.62 -
Right 9 0.804 8.84 32.62 -
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
3.39 27.03 15.67 13.04 19.81 19.81 19.81 304.35 0
304.35 0
3.02 27.03 15.67 19.44 13.4 19.44 19.44 304.35 0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm)
2 10 304.35 304.348
2 10 304.35 304.348
2 10 304.35 304.348
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Left 9 0.804 10.5 32.62 -
SCalc (mm)
100
125
SPrv (mm) Av Total Prv (sqmm)
100 1570.8
100
125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G2
Beam No
: B6
Analysis Reference (Member)
7m : 57
Beam Length
: 800
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Cantilever Beam
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
100 1570.8
Beam Bottom Mid Right 22 22 18 18 0.149 0.19 2.89 3.66 -
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A)
Left -
Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
65 226.2 2-#12
65 226.2 2-#12
65 226.2 2-#12
Left 22 18 0.444 8.6 -
Beam Top Mid 22 18 0.167 3.23 -
Right -
65 402.12 2-#16
65 402.12 2-#16
65 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN)
Left 9 0.804 1.58
Mid 9 0.804 1.06
Right 9 0.452 0.53
Mu-Sect (kNm) Vc (kN) Vs (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs
32.62 304.35 0 2
0.09 32.62 304.35 0 2
30.38 304.35 0 2
10
10
10
304.35 304.348
304.35 304.348
304.35 304.348
Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm)
SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
125 125 1256.64
125 125 1256.64
= 125 = 300
mm mm
125 125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2 Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
:
G3
Beam No
:
B7
Analysis Reference (Member)
7m : 58
Beam Length
: 3599.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis
Left 23
Critical L/C - RCDC Mu (kNm)
19 3.837
Beam Bottom Mid Right 19 25 15 5.555
21 3.48
Left 21
Beam Top Mid 23
Right 19
17 14.193
19 3.264
15 14.293
As (flex) (sqmm) (C)
74.86
108.86
67.92
284.71
63.59
286.79
Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm)
201.06 226.2
141.52 226.2
201.06 226.2
304.35 402.12
82.67 402.12
304.35 402.12
Reinforcement
2-#12
2-#12
2-#12
2-#16
2-#16
2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.804
Mid 9 0.452
Right 9 0.804
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
10.69 32.62 -
7.27 1.32 30.38 -
9.55 32.62 -
V
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN)
3.93 27.03 15.67 7.93 15.79
3.68 27.03 15.67 15.54 8.18
Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar
15.79 15.79 304.35 0 2 10
15.54 15.54 304.35 0 2 10
D+L
(kN)
304.35 0 2 10
Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
304.35 304.348 100 100 1570.8
-
-
304.35 304.348 125 125 1256.64
304.35 304.348 100 100 1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G3
Beam No
: B8
Analysis Reference (Member)
7m : 59
Beam Length
: 2600
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm)
Beam Bottom Left Mid Right 23 19 25 19 15 21 8.502 5.599 8.24 167.92 109.75 162.63 -
Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
218.29 226.2 2-#12
142.68 226.2 2-#12
211.43 226.2 2-#12
Left 21 17 12.499 249.56 -
Beam Top Mid 19 15 5.168 101.19 -
Right 19 15 13.585 272.05 -
304.35 402.12 2-#16
131.55 402.12 2-#16
304.35 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) D+L V (kN)
Left 9 0.804 6.25 32.62 2.61
Mid 9 0.804 4.49 0.11 32.62
Right 9 0.804 6 32.62
-
2.43
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
27.03
27.03
15.67 13.81 19.03 19.03 19.03 304.35 0 2 10 304.35 304.348 100 100 1570.8
15.67 18.85 13.99 18.85 18.85 304.35 0 2 10 304.35 304.348 100 100 1570.8
304.35 0 2 10 304.35 304.348 125 125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G3
Beam No
: B9
Analysis Reference (Member)
7m : 60
Beam Length
: 800
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Cantilever Beam
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
Left 65 226.2 2-#12
Beam Bottom Mid Right 22 22 18 18 0.149 0.19 2.89 3.66 65 226.2 2-#12
65 226.2 2-#12
Left 22 18 0.444 8.6
Beam Top Mid 22 18 0.167 3.23
Right -
65 402.12 2-#16
65 402.12 2-#16
65 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section
Ast (Dist) (sqmm)
=
considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.804
Mid 9 0.804
Right 9 0.452
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs
1.58 32.62 304.35 0 2
1.06 0.09 32.62 304.35 0 2
0.53 30.38 304.35 0 2
Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
10 304.35 304.348 125 125 1256.64
10 304.35 304.348 125 125 1256.64
10 304.35 304.348 125 125 1256.64
= 125 = 300
mm mm
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2 Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G4
Beam No Analysis Reference (Member)
: B10 7m : 78
Beam Length
: 4099.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250 mm : ACI 318M - 2011
Design Code
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf Beam Bottom Mid Right
Left
Left
Beam Top Mid
Right
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E)
26 22 3.266 63.64 -
20 16 6.558 128.87 -
24 20 1.45 28.2 -
20 16 16.341 329.78 -
24 20 2.93 57.04 -
22 18 16.628 335.85 -
Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
82.73 226.2 2-#12
167.53 226.2 2-#12
201.06 226.2 2-#12
329.78 402.12 2-#16
74.15 226.2 2-#12
335.85 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN)
Left 9 0.804 11.52
Mid 9 0.804 10.9
Right 9 0.804 13.19
Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
32.62 4.45 27.03 15.67 14.86 5.96 14.86 14.86 304.35 0 2 10 304.35 304.348 100 100 1570.8
1.82 32.62 -
32.62 -
304.35 0 2 10 304.35 304.348 125 125 1256.64
4.54 27.03 15.67 5.88 14.95 14.95 14.95 304.35 0 2 10 304.35 304.348 100 100 1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width
= 200
mm
Beam Depth Depth
= 300 mm = 300 <= 1000
Group
: G4
Beam No
: B11
Analysis Reference (Member)
7m : 77
Beam Length
: 4099.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC
Beam Bottom Left Mid Right 26 20 24 22 16 20
Left 20 16
Beam Top Mid 24 20
Right 22 18
Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm)
1.449 28.09 201.06
6.727 132.25 171.92
1.76 34.14 201.06
16.638 336.06 336.06
2.924 56.92 74
16.343 329.82 329.82
AstPrv (sqmm) Reinforcement
226.2 2-#12
226.2 2-#12
226.2 2-#12
402.12 2-#16
226.2 2-#12
402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= =
Asc (flex) As,min (flex)
= =
Compression reinforcement required for bending moment Min area of flexural reinforcement
Bn
=
As,nominal
=
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left 9 0.804 11.71 32.62
Mid 9 0.804 10.71 1.56 32.62
Right 9 0.804 12.99 32.62
-
-
-
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm)
4.37 27.03 15.67 14.79 6.04 14.79 14.79 304.35
304.35
4.61 27.03 15.67 5.8 15.03 15.03 15.03 304.35
Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm)
0 2 10 304.35 304.348
0 2 10 304.35 304.348
0 2 10 304.35 304.348
SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
100 100 1570.8
125 125 1256.64
100 100 1570.8
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
For Ductility (Special Frames) Left Section, Right Section
= =
125 300
mm mm
Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
= = = =
72 62 150 100
mm mm mm mm
=
125
mm
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G5
Beam No
: B12
Analysis Reference (Member)
7m : 80
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm)
Left 26 22 2.221
As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E)
43.11 -
Beam Bottom Mid Right 20 16 10.075 198.75 -
-
Left 20 16 21.731
Beam Top Mid 24 20 2.35
Right 22 18 22.955
439.88 -
45.63 -
465.95 -
Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
-
-
-
-
-
-
81.25 226.2 2-#12
258.38 339.3 3-#12
301.59 339.3 3-#12
439.88 603.18 3-#16
81.25 339.3 3-#12
465.95 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
Left 9 0.965 18.11 42.06 -
V (kN) Mh (kNm) Ms (kNm)
5.74 39.98 15.78
6.12 39.98 23.32
Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm)
19.35 9.7 19.35 19.35 380.43 0 -
380.43 0 -
7.49 21.56 21.56 21.56 380.43 0 -
Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
2 10 380.43 380.435 100 100 1570.8
2 10 380.43 380.435 125 125 1256.64
2 10 380.43 380.435 100 100 1570.8
D+L
Mid 9 0.965 18.31 3.13 42.06 -
Right 9 0.965 21.53 42.06 -
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 250 mm = 300 mm = 300 <= 1000
Group
: G5
Beam No
: B13
Analysis Reference (Member)
7m : 79
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf Beam Bottom Mid Right 20 16 10.18 200.87 -
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C)
Left -
Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
301.59 339.3 3-#12
261.13 339.3 3-#12
301.59 339.3 3-#12
Left 20 16 22.49 456.03
Beam Top Mid 24 20 2.517 48.89
Right 22 18 22.294 451.85
456.02 603.18 3-#16
81.25 339.3 3-#12
451.85 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.965
Mid 9 0.965
Right 9 0.965
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
18.48 42.06 -
17.94 2.69 42.06 -
21.16 42.06 -
V
5.64 39.98 23.32
D+L
(kN)
Mh (kNm) Ms (kNm)
6.22 39.98 23.32
Sway-Right (kN) Sway-Left (kN)
21.08 9.8
9.22 21.66
Vu-Sway (kN) Vud (kN) Av (sqmm)
21.08 21.08 380.43
380.43
21.66 21.66 380.43
0
0
0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm)
2 10 380.43 380.435 100
2 10 380.43 380.435 125
2 10 380.43 380.435 100
SPrv (mm) Av Total Prv (sqmm)
100 1570.8
125 1256.64
100 1570.8
Tu (kNm)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
Group
= 250 mm = 300 mm = 300 <= 1000
: G6
Beam No
: B14
Analysis Reference (Member)
7m : 82
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d) Design Code
: 250 mm : ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A)
Left 26 22 2.315 44.94 -
Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
81.25 226.2 2-#12
Beam Bottom Mid Right 22 18 5.615 109.75 142.67 226.2 2-#12
301.59 339.3 3-#12
Left 20 16 13.693 272.25 -
Beam Top Mid 24 20 2.045 39.67 -
Right 22 18 13.931 277.11 -
353.92 603.18 3-#16
81.25 339.3 3-#12
360.24 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.965
Mid 9 0.965
Right 9 0.965
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
10.74 42.06 -
10.02 1.62 42.06 -
12.31 42.06 -
V
4.26 39.98 15.78 17.87 11.18 17.87
4.41 39.98 23.32 9.2 19.85 19.85
17.87 380.43 0 2 10 380.43 380.435 100 100 1570.8
19.85 380.43 0 2 10 380.43 380.435 100 100 1570.8
D+L
(kN)
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
380.43 0 2 10 380.43 380.435 125 125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 250 mm = 300 mm = 300 <= 1000
Group
: G6
Beam No
: B15
Analysis Reference (Member)
7m : 81
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm)
Beam Bottom Left Mid Right 26 20 24 22 16 20 6.946 8.194 8.17 136.13 161.01 160.51 -
Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
301.59 339.3 3-#12
209.31 226.2 2-#12
301.59 339.3 3-#12
Left 20 16 22.428 454.7 -
Beam Top Mid 24 20 5.978 116.93 -
Right 22 18 19.856 400.21 -
454.7 603.18 3-#16
152.01 339.3 3-#12
400.21 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC
Left 9
Mid 9
Right 9
0.965 9.89 2.97 40.78 -
0.965 11.57 42.06 -
PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
0.965 11.48 42.06 -
V
Mh (kNm) Ms (kNm) Sway-Right (kN)
4.6 39.98 23.32 20.04
4.07 39.98 23.32 11.37
Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs
10.84 20.04 20.04 380.43 0 2
380.43 0 2
19.51 19.51 19.51 380.43 0 2
Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
10 380.43 380.435 100 100 1570.8
10 380.43 380.435 125 125 1256.64
10 380.43 380.435 100 100 1570.8
D+L
(kN)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 250 mm = 300 mm = 300 <= 1000
:G1
Beam No
:B1
Analysis Reference (Member)
7m :52
Beam Length
:3599.99
mm
Breadth (B)
:200
mm
Depth (D)
:300
mm
Effective Depth (d)
:250
mm
Design Code
:ACI 318M - 2011
Beam Type
:Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
:C21
N/sqmm
Grade Of Steel
:Fy230
N/sqmm
Clear Cover (Cmin)
:40
mm N/sqmm kNm
Es Mubal
:
:2x10^5 66.53
As,min (flex) (B)
:
304.35
sqmm
As,nominal (Bn)
:
65
sqmm
For Longitudinal Reinf Beam Bottom
Beam Top
Left 23
Mid 19
Right 25
Left 21
Mid 23
Right 19
19
15
21
17
19
15
3.076 59.9 -
5.292 103.64 -
2.76 53.67 -
13.454 269.34 -
2.9 56.44 -
13.547 271.26 -
-
-
-
-
-
-
Ast (sqmm)
201.06
134.73
201.06
304.35
73.38
304.35
AstPrv (sqmm) Reinforcement
226.2 2-#12
226.2 2-#12
226.2 2-#12
402.12 2-#16
402.12 2-#16
402.12 2-#16
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D)
Note: Calculation of Ast Ast
=
Max {B, C+D, A+D} (for Mu > 0)
Ast Where,
=
Bn (for Mu = 0)
A
=
Asc (flex)
=
B Bn
= =
As,min (flex) As,nominal
= =
C
=
As (flex)
=
D
=
Al (Dist)
=
Compression reinforcement required for
Ast (Dist) (sqmm)
bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
=
For Transverse Reinf
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm)
Left 9 0.804 10.7 -
Mid 9 0.452 7.28 1.32
Right 9 0.804 9.54 -
Vc (kN)
32.62
30.38
32.62
Vs (kN)
-
-
-
D+L
V (kN) Mh (kNm)
3.93 27.03
3.68 27.03
Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
15.67 7.93 15.79 15.79 15.79 304.35 0
304.35 0
15.67 15.54 8.18 15.54 15.54 304.35 0
-
-
Ao= Φ*Aoh
-
At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm)
2 10 304.35 304.348 100 100
2 10 304.35 304.348 125 125
2 10 304.35 304.348 100 100
Av Total Prv (sqmm)
1570.8
1256.64
1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia
=
Spc4 = d / 4 Spc5 Provided Spacing
= = =
72 62 150 100
mm mm mm mm
Mid Section Provided Spacing
=
125
mm
Skin reinforcement Beam Width Beam Depth
= 200 = 300
Depth
= 300 <= 1000
Group
: G1
Beam No
: B2
Analysis Reference (Member)
mm mm
7m : 53
Beam Length
: 2600
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
: 250
mm
Effective Depth (d) Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis
Left 23
Beam Bottom Mid Right 19 25
Left 21
Beam Top Mid 15
Right 19
Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D)
19 7.47 147.14 -
15 5.083 99.49 -
21 7.21 142 -
17 11.504 229.07 -
11 4.646 90.83 -
15 12.522 250.02 -
Ast (sqmm) AstPrv (sqmm) Reinforcement
201.06 226.2 2-#12
129.33 226.2 2-#12
201.06 226.2 2-#12
297.79 402.12 2-#16
118.08 402.12 2-#16
304.35 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
C
=
As (flex)
=
D
=
Al (Dist)
=
= = =
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left
Mid
Right
9 0.804 4.47 0.1 32.62 -
9 0.804 5.98 32.62 -
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
9 0.804 6.27 32.62 -
V (kN) Mh (kNm) Ms (kNm)
2.61 27.03 15.67
2.43 27.03 15.67
Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
13.81 19.03 19.03 19.03 304.35 0
18.85 13.99 18.85 18.85 304.35 0
D+L
304.35 0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
-
-
-
2 10 304.35 304.348 100 100 1570.8
2 10 304.35 304.348 125 125 1256.64
2 10 304.35 304.348 100 100 1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing
= = =
62 150 100
mm mm mm
=
125
mm
Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 = 300
mm mm = 300 <= 1000
Group
:
G1
Beam No
:
B3
Analysis Reference (Member)
7m : 54
Beam Length
: 800
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
:
ACI 318M - 2011
Beam Type
:
Cantilever Beam
Grade Of Concrete (Fck)
:
C21
N/sqmm
Grade Of Steel
:
Fy230
N/sqmm
Clear Cover (Cmin)
: 40
Es
:
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
mm 2x10^5
N/sqmm
For Longitudinal Reinf Beam Bottom Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
Left -
Mid 22 18 0.149 2.89 -
Right 22 18 0.19 3.66 -
Left 22 18 0.444 8.6 -
Beam Top Mid 22 18 0.167 3.23 -
-
-
-
-
-
-
65
65
65
65
65
65
226.2 2-#12
226.2 2-#12
226.2 2-#12
402.12 2-#16
402.12 2-#16
402.12 2-#16
Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) Av (sqmm) Tu (kNm)
Right -
9 0.804 1.58 32.62 304.35 0
Mid
Right
9 0.804 1.06 0.09 32.62 304.35 0
9 0.452 0.53 30.38 304.35 0
Ao= Φ*Aoh
-
-
-
At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm)
2 10 304.35 304.348 125 125
2 10 304.35 304.348 125 125
2 10 304.35 304.348 125 125
Av Total Prv (sqmm)
1256.64
1256.64
1256.64
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G2
Beam No
: B4
Analysis Reference (Member)
7m : 55
Beam Length
: 3599.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm)
Beam Bottom Left Mid Right 23 19 25 19 15 21 0.919 8.416 0.72
As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E)
17.81 -
166.19 -
13.99 -
Left 21 17 18.896
Beam Top Mid 23 19 2.922
Right 19 15 18.715
384.16 -
56.88 -
380.27 -
Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
201.06 226.2 2-#12
216.05 226.2 2-#12
201.06 226.2 2-#12
Note: Calculation of Ast Ast Ast Where,
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
384.16 402.12 2-#16
73.95 402.12 2-#16
380.26 402.12 2-#16
A B Bn
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left 9 0.804 17.98 32.62
Mid 9 0.452 12.92 2.21 30.38
Right 9 0.804 15.37 32.62
-
-
-
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
5.32 27.03 15.67 6.54 17.18 17.18 17.98 304.35 0
304.35 0
4.81 27.03 15.67 16.67 7.05 16.67 16.67 304.35 0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm)
2 10 304.35 304.348 100
2 10 304.35 304.348 125
2 10 304.35 304.348 100
SPrv (mm) Av Total Prv (sqmm)
100 1570.8
125 1256.64
100 1570.8
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G2
Beam No
: B5
Analysis Reference (Member)
7m : 56
Beam Length
: 2600
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A)
Beam Bottom Left Mid Right 23 19 25 19 15 21 6.875 5.625 6.9 135.21 110.27 135.76 -
-
-
Left 21 17 14.226 285.39
Beam Top Mid 15 11 4.777 93.44
Right 19 15 14.708 295.46
-
-
-
Tu (kNm) Tcr/4 (kNm)
-
Al, min(sqmm)(Tor.) (D)
-
-
-
201.06 226.2 2-#12
143.35 226.2 2-#12
201.06 226.2 2-#12
Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
-
-
-
-
-
-
-
-
304.35 402.12 2-#16
121.47 402.12 2-#16
304.35 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Mid 9 0.804 7.11 0.07 32.62 -
Right 9 0.804 8.84 32.62 -
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm)
3.39 27.03 15.67 13.04 19.81 19.81 19.81 304.35 0
304.35 0
3.02 27.03 15.67 19.44 13.4 19.44 19.44 304.35 0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm)
2 10 304.35 304.348
2 10 304.35 304.348
2 10 304.35 304.348
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Left 9 0.804 10.5 32.62 -
SCalc (mm)
100
125
SPrv (mm) Av Total Prv (sqmm)
100 1570.8
100
125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G2
Beam No
: B6
Analysis Reference (Member)
7m : 57
Beam Length
: 800
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Cantilever Beam
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
100 1570.8
Beam Bottom Mid Right 22 22 18 18 0.149 0.19 2.89 3.66 -
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A)
Left -
Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
65 226.2 2-#12
65 226.2 2-#12
65 226.2 2-#12
Left 22 18 0.444 8.6 -
Beam Top Mid 22 18 0.167 3.23 -
Right -
65 402.12 2-#16
65 402.12 2-#16
65 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN)
Left 9 0.804 1.58
Mid 9 0.804 1.06
Right 9 0.452 0.53
Mu-Sect (kNm) Vc (kN) Vs (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs
32.62 304.35 0 2
0.09 32.62 304.35 0 2
30.38 304.35 0 2
10
10
10
304.35 304.348
304.35 304.348
304.35 304.348
Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm)
SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
125 125 1256.64
125 125 1256.64
= 125 = 300
mm mm
125 125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2 Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
:
G3
Beam No
:
B7
Analysis Reference (Member)
7m : 58
Beam Length
: 3599.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis
Left 23
Critical L/C - RCDC Mu (kNm)
19 3.837
Beam Bottom Mid Right 19 25 15 5.555
21 3.48
Left 21
Beam Top Mid 23
Right 19
17 14.193
19 3.264
15 14.293
As (flex) (sqmm) (C)
74.86
108.86
67.92
284.71
63.59
286.79
Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm)
201.06 226.2
141.52 226.2
201.06 226.2
304.35 402.12
82.67 402.12
304.35 402.12
Reinforcement
2-#12
2-#12
2-#12
2-#16
2-#16
2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.804
Mid 9 0.452
Right 9 0.804
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
10.69 32.62 -
7.27 1.32 30.38 -
9.55 32.62 -
V
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN)
3.93 27.03 15.67 7.93 15.79
3.68 27.03 15.67 15.54 8.18
Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar
15.79 15.79 304.35 0 2 10
15.54 15.54 304.35 0 2 10
D+L
(kN)
304.35 0 2 10
Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
304.35 304.348 100 100 1570.8
-
-
304.35 304.348 125 125 1256.64
304.35 304.348 100 100 1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G3
Beam No
: B8
Analysis Reference (Member)
7m : 59
Beam Length
: 2600
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm)
Beam Bottom Left Mid Right 23 19 25 19 15 21 8.502 5.599 8.24 167.92 109.75 162.63 -
Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
218.29 226.2 2-#12
142.68 226.2 2-#12
211.43 226.2 2-#12
Left 21 17 12.499 249.56 -
Beam Top Mid 19 15 5.168 101.19 -
Right 19 15 13.585 272.05 -
304.35 402.12 2-#16
131.55 402.12 2-#16
304.35 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) D+L V (kN)
Left 9 0.804 6.25 32.62 2.61
Mid 9 0.804 4.49 0.11 32.62
Right 9 0.804 6 32.62
-
2.43
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
27.03
27.03
15.67 13.81 19.03 19.03 19.03 304.35 0 2 10 304.35 304.348 100 100 1570.8
15.67 18.85 13.99 18.85 18.85 304.35 0 2 10 304.35 304.348 100 100 1570.8
304.35 0 2 10 304.35 304.348 125 125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G3
Beam No
: B9
Analysis Reference (Member)
7m : 60
Beam Length
: 800
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Cantilever Beam
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
Left 65 226.2 2-#12
Beam Bottom Mid Right 22 22 18 18 0.149 0.19 2.89 3.66 65 226.2 2-#12
65 226.2 2-#12
Left 22 18 0.444 8.6
Beam Top Mid 22 18 0.167 3.23
Right -
65 402.12 2-#16
65 402.12 2-#16
65 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section
Ast (Dist) (sqmm)
=
considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.804
Mid 9 0.804
Right 9 0.452
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs
1.58 32.62 304.35 0 2
1.06 0.09 32.62 304.35 0 2
0.53 30.38 304.35 0 2
Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
10 304.35 304.348 125 125 1256.64
10 304.35 304.348 125 125 1256.64
10 304.35 304.348 125 125 1256.64
= 125 = 300
mm mm
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2 Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G4
Beam No Analysis Reference (Member)
: B10 7m : 78
Beam Length
: 4099.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250 mm : ACI 318M - 2011
Design Code
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf Beam Bottom Mid Right
Left
Left
Beam Top Mid
Right
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E)
26 22 3.266 63.64 -
20 16 6.558 128.87 -
24 20 1.45 28.2 -
20 16 16.341 329.78 -
24 20 2.93 57.04 -
22 18 16.628 335.85 -
Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
82.73 226.2 2-#12
167.53 226.2 2-#12
201.06 226.2 2-#12
329.78 402.12 2-#16
74.15 226.2 2-#12
335.85 402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN)
Left 9 0.804 11.52
Mid 9 0.804 10.9
Right 9 0.804 13.19
Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
32.62 4.45 27.03 15.67 14.86 5.96 14.86 14.86 304.35 0 2 10 304.35 304.348 100 100 1570.8
1.82 32.62 -
32.62 -
304.35 0 2 10 304.35 304.348 125 125 1256.64
4.54 27.03 15.67 5.88 14.95 14.95 14.95 304.35 0 2 10 304.35 304.348 100 100 1570.8
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width
= 200
mm
Beam Depth Depth
= 300 mm = 300 <= 1000
Group
: G4
Beam No
: B11
Analysis Reference (Member)
7m : 77
Beam Length
: 4099.99
mm
Breadth (B)
: 200
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 66.53
kNm
As,min (flex) (B)
: 304.35
sqmm
As,nominal (Bn)
: 65
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC
Beam Bottom Left Mid Right 26 20 24 22 16 20
Left 20 16
Beam Top Mid 24 20
Right 22 18
Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm)
1.449 28.09 201.06
6.727 132.25 171.92
1.76 34.14 201.06
16.638 336.06 336.06
2.924 56.92 74
16.343 329.82 329.82
AstPrv (sqmm) Reinforcement
226.2 2-#12
226.2 2-#12
226.2 2-#12
402.12 2-#16
226.2 2-#12
402.12 2-#16
Note: Calculation of Ast Ast Ast Where, A B
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= =
Asc (flex) As,min (flex)
= =
Compression reinforcement required for bending moment Min area of flexural reinforcement
Bn
=
As,nominal
=
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Left 9 0.804 11.71 32.62
Mid 9 0.804 10.71 1.56 32.62
Right 9 0.804 12.99 32.62
-
-
-
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm)
4.37 27.03 15.67 14.79 6.04 14.79 14.79 304.35
304.35
4.61 27.03 15.67 5.8 15.03 15.03 15.03 304.35
Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm)
0 2 10 304.35 304.348
0 2 10 304.35 304.348
0 2 10 304.35 304.348
SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
100 100 1570.8
125 125 1256.64
100 100 1570.8
Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN) V
D+L
(kN)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
For Ductility (Special Frames) Left Section, Right Section
= =
125 300
mm mm
Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
= = = =
72 62 150 100
mm mm mm mm
=
125
mm
Skin reinforcement Beam Width Beam Depth Depth
= 200 mm = 300 mm = 300 <= 1000
Group
: G5
Beam No
: B12
Analysis Reference (Member)
7m : 80
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm)
Left 26 22 2.221
As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E)
43.11 -
Beam Bottom Mid Right 20 16 10.075 198.75 -
-
Left 20 16 21.731
Beam Top Mid 24 20 2.35
Right 22 18 22.955
439.88 -
45.63 -
465.95 -
Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
-
-
-
-
-
-
81.25 226.2 2-#12
258.38 339.3 3-#12
301.59 339.3 3-#12
439.88 603.18 3-#16
81.25 339.3 3-#12
465.95 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
Left 9 0.965 18.11 42.06 -
V (kN) Mh (kNm) Ms (kNm)
5.74 39.98 15.78
6.12 39.98 23.32
Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm)
19.35 9.7 19.35 19.35 380.43 0 -
380.43 0 -
7.49 21.56 21.56 21.56 380.43 0 -
Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
2 10 380.43 380.435 100 100 1570.8
2 10 380.43 380.435 125 125 1256.64
2 10 380.43 380.435 100 100 1570.8
D+L
Mid 9 0.965 18.31 3.13 42.06 -
Right 9 0.965 21.53 42.06 -
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 250 mm = 300 mm = 300 <= 1000
Group
: G5
Beam No
: B13
Analysis Reference (Member)
7m : 79
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf Beam Bottom Mid Right 20 16 10.18 200.87 -
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C)
Left -
Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
301.59 339.3 3-#12
261.13 339.3 3-#12
301.59 339.3 3-#12
Left 20 16 22.49 456.03
Beam Top Mid 24 20 2.517 48.89
Right 22 18 22.294 451.85
456.02 603.18 3-#16
81.25 339.3 3-#12
451.85 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.965
Mid 9 0.965
Right 9 0.965
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
18.48 42.06 -
17.94 2.69 42.06 -
21.16 42.06 -
V
5.64 39.98 23.32
D+L
(kN)
Mh (kNm) Ms (kNm)
6.22 39.98 23.32
Sway-Right (kN) Sway-Left (kN)
21.08 9.8
9.22 21.66
Vu-Sway (kN) Vud (kN) Av (sqmm)
21.08 21.08 380.43
380.43
21.66 21.66 380.43
0
0
0
Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm)
2 10 380.43 380.435 100
2 10 380.43 380.435 125
2 10 380.43 380.435 100
SPrv (mm) Av Total Prv (sqmm)
100 1570.8
125 1256.64
100 1570.8
Tu (kNm)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
Group
= 250 mm = 300 mm = 300 <= 1000
: G6
Beam No
: B14
Analysis Reference (Member)
7m : 82
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d) Design Code
: 250 mm : ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A)
Left 26 22 2.315 44.94 -
Tu (kNm) Tcr/4 (kNm) Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
81.25 226.2 2-#12
Beam Bottom Mid Right 22 18 5.615 109.75 142.67 226.2 2-#12
301.59 339.3 3-#12
Left 20 16 13.693 272.25 -
Beam Top Mid 24 20 2.045 39.67 -
Right 22 18 13.931 277.11 -
353.92 603.18 3-#16
81.25 339.3 3-#12
360.24 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC PtPrv (%)
Left 9 0.965
Mid 9 0.965
Right 9 0.965
Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
10.74 42.06 -
10.02 1.62 42.06 -
12.31 42.06 -
V
4.26 39.98 15.78 17.87 11.18 17.87
4.41 39.98 23.32 9.2 19.85 19.85
17.87 380.43 0 2 10 380.43 380.435 100 100 1570.8
19.85 380.43 0 2 10 380.43 380.435 100 100 1570.8
D+L
(kN)
Mh (kNm) Ms (kNm) Sway-Right (kN) Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
380.43 0 2 10 380.43 380.435 125 125 1256.64
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 250 mm = 300 mm = 300 <= 1000
Group
: G6
Beam No
: B15
Analysis Reference (Member)
7m : 81
Beam Length
: 4099.99
mm
Breadth (B)
: 250
mm
Depth (D)
: 300
mm
Effective Depth (d)
: 250
mm
Design Code
: ACI 318M - 2011
Beam Type
: Ductile Beam (Special Frame)
Grade Of Concrete (Fck)
: C21
N/sqmm
Grade Of Steel
: Fy230
N/sqmm
Clear Cover (Cmin)
: 40
mm
Es
: 2x10^5
N/sqmm
Mubal
: 83.16
kNm
As,min (flex) (B)
: 380.43
sqmm
As,nominal (Bn)
: 81.25
sqmm
For Longitudinal Reinf
Critical L/C - Analysis Critical L/C - RCDC Mu (kNm) As (flex) (sqmm) (C) Asc (flex) (sqmm) (A) Tu (kNm) Tcr/4 (kNm)
Beam Bottom Left Mid Right 26 20 24 22 16 20 6.946 8.194 8.17 136.13 161.01 160.51 -
Al, min(sqmm)(Tor.) (D) Al (sqmm) (Tor.) (E) Al (Dist) (sqmm) (D) Ast (sqmm) AstPrv (sqmm) Reinforcement
301.59 339.3 3-#12
209.31 226.2 2-#12
301.59 339.3 3-#12
Left 20 16 22.428 454.7 -
Beam Top Mid 24 20 5.978 116.93 -
Right 22 18 19.856 400.21 -
454.7 603.18 3-#16
152.01 339.3 3-#12
400.21 603.18 3-#16
Note: Calculation of Ast Ast Ast Where, A B Bn
= =
Max {B, C+D, A+D} (for Mu > 0) Bn (for Mu = 0)
= = =
Asc (flex) As,min (flex) As,nominal
= = =
C
=
As (flex)
=
D
=
Al (Dist)
=
Ast (Dist) (sqmm)
=
Compression reinforcement required for bending moment Min area of flexural reinforcement Nominal area of reinforcement Total area of longitudinal reinforcement calculated at a given section Distributed longitudinal torsional reinforcement at section considered Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B + 2D))
For Transverse Reinf Critical L/C - RCDC
Left 9
Mid 9
Right 9
0.965 9.89 2.97 40.78 -
0.965 11.57 42.06 -
PtPrv (%) Vu (kN) Mu-Sect (kNm) Vc (kN) Vs (kN)
0.965 11.48 42.06 -
V
Mh (kNm) Ms (kNm) Sway-Right (kN)
4.6 39.98 23.32 20.04
4.07 39.98 23.32 11.37
Sway-Left (kN) Vu-Sway (kN) Vud (kN) Av (sqmm) Tu (kNm) Ao= Φ*Aoh At (sqmm) Legs
10.84 20.04 20.04 380.43 0 2
380.43 0 2
19.51 19.51 19.51 380.43 0 2
Stirrup Rebar Asv Torsion (sqmm) Av Total Reqd (sqmm) Asv Reqd (sqmm) SCalc (mm) SPrv (mm) Av Total Prv (sqmm)
10 380.43 380.435 100 100 1570.8
10 380.43 380.435 125 125 1256.64
10 380.43 380.435 100 100 1570.8
D+L
(kN)
Maximum Spacing Criteria Basic Spc1 =d/2 Spc2
= =
125 300
mm mm
=
72
mm
= = =
62 150 100
mm mm mm
=
125
mm
For Ductility (Special Frames) Left Section, Right Section Spc3 = 6 x Small Longitudinal Dia Spc4 = d / 4 Spc5 Provided Spacing Mid Section Provided Spacing
Skin reinforcement Beam Width Beam Depth Depth
= 250 mm = 300 mm = 300 <= 1000
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