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BEAM DESIGN CALCULATION

Project Name : MANDAL BAZAR
Client Name : BALASORE MUNICIPALTY
Engineer Name : BIBEK KUMAR PATI
Design File : C:\Users\rakes\Desktop\STAAD CORRECTION\MARKET COMPLEX (2)-R2-Beam-1-0 m.rcdx
Analysis File : C:\Users\rakes\Desktop\STAAD CORRECTION\MARKET COMPLEX (2)-R2.std
Analysis Last Modified : 17-09-2025 17:56:33
Level Designed : 0m

Sr.No. Symbol Definitions

1 α = Angle formed with horizontal by diagonal reinforcement
2 ε1 = Strain at level considered, Calculated ignoring the stiffening of the concrete in tension zone
3 εm = Average steel strain at level considered
4 Acr = Distance from the point considered to the surface of the nearest longitudinal bar
5 Adr = Area of diagonal reinforcement in coupler beam
6 AstCalc = Area of Tension reinforcement required in sqmm
7 Ast comp = Ast at compression side
8 AstCrack = Area of Tension reinforcement for Crack Width required in sqmm
9 AstPrv = Area of reinforcement provided at given section in sqmm
10 Asv = Area of shear reinforcement required per meter length in sqmm
11 Asv Reqd = Min area shear reinforcement as per clause 41.4.3
12 Asv Total Prv = Total area of shear reinforcement provided, including that for torsion
13 Asv Torsion = Area of Stirrups over the corner bars to resist shear and torsion as per clause 41.4.3
14 Asv Torsion Prv = Area of shear reinforcement resisting torsion (outer legs only)
15 b = Width of the Beam in mm
16 bw = Width of Web in mm
17 Ceff = Effective Cover of Beam in mm
18 Cmin = Clear cover to top and bottom reinforcement in mm
19 Cside = Clear cover to side reinforcement in mm
20 d = Effective depth of Beam in mm

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21 d' = Clear cover to reinforcement at compression side.

22 D = Depth of Beam in mm
23 D' = Distance (c/c) between top-most and bottom-most layer
24 Df = Thickness of Flange in mm
25 Ec = Modulus of elasticity of concrete
26 Es = Modulus of elasticity of steel
27 FcPerm = Permissible Stress in Concrete required in N/sqmm
28 Fst = Stress in steel
29 FstPerm = Permissible Stress in Steel required in N/sqmm
30 Legs = Number of legs of the shear reinforcement
31 lo = Effective Length of Beam in mm
32 Mh = Hogging Moment of Resistance in kNm
33 Ms = Sagging Moment of Resistance in kNm
34 MTu = Converted Bending Moment due to Torsion at a section in kNm
35 Mu = Factored Bending Moment in Limit State at a section in kNm
36 Mud = Total Design Moment = Mu + MTu in kNm
37 MuLim = Limiting Moment of Resistence of Singly Reinforced Section
38 NA angle (φ) = It is a neutral axis angle corresponding to load angle to find out MCap
39 Pcclc = Calculated percentage compression steel
40 Ptclc = Calculated percentage tension steel
41 Ptmin = Minimum percentage steel as per code
42 PtPrv = provided percentage steel
43 R = Moment Ratio Mud/Bd2
44 Reinf = Rebar arrangement provided
45 sp = Spacing Between bars at outer most layer
46 Spc1 to Spc6 = Max Stirrup Criteria in mm
47 Stirrup Dia = Diameter of shear stirrups in mm
48 SvCalc = Stirrup spacing calculated as per Asv in mm
49 SvPrv = Stirrup spacing provided in m
50 Tc = Permissible Shear stress in concrete at a given section in N/sqmm Calculated as per Tensile reinforcement

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51 Τce = Earthquake inducted shear stress in N/sqmm

52 Τcep = Permissible value of shear stress for checking of coupling action in N/sqmm
53 Tu = Factored Torsional Moment in Limit State at a section in kNm
54 Tv = Shear stress due to Vud in N/sqmm
55 D+L = Shear force 1.2x(Dead Load + Live Load) in kN
V
56 Vc = Shear capacity of concrete section due to Tc in kN
57 Vu = Factored Shear Force in Limit State at a section in kN
58 Vu-A1 = VD+LLeft - 1.4 x (MsLeft + MhRight)/L in kN
59 Vu-A2 = VD+LLeft + 1.4 x (MhLeft + MsRight)/L in kN
60 Vu-B1 = VD+LRight + 1.4 x (MsLeft + MhRight)/L in kN
61 Vu-B2 = VD+LRight - 1.4 x (MhLeft + MsRight)/L in kN
62 Vud = Design Shear Force (Max of Vus and Vu-sway) in kN
63 Vue = Earthquake inducted shear in kN
64 Vu-sway = Max of (Vu-A1 and Vu-A2) & (Vu-B1 and Vu-B2) in kN
65 Vus = Vud - Vc Design Shear Force for reinforcement, in kN
66 Vut = Total Shear Force = Vu + VTu in kN

67 VTu = Converted Shear Force due to Torsion at a section in kN

68 Wcr = Surface Crack Width
69 WcrPerm = Permissible Crack Width required in mm
70 X1 = Smaller c/c dimension of outermost Stirrups
71 Y1 = Larger c/c dimension of outermost Stirrups
All 6mm diameter bars are assumed 250 grade with fy = 250 N/sqmm

All Forces are in 'kN', 'kNm', Stress in 'N/sqmm' & Dimension are in 'mm'.

Code References
IS 456
Sr.No. Item Clause / Table
1. Ptmax : 26.5.1.1

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2. Ptmin : 26.5.1.1
3. MTu : 41.4.2
4. VTu : 41.3.1
5. Ptclc : 38
6. Tc : 40.2.1
7. Tcmax : 40.2.3
8. Asv : 40.4
9. Min Shear Reinf : 26.5.1.6
10. Max Stirrup Spacing : 26.5.1.5
11. Shear Reinf - Torsion : 26.5.1.7
12. Side Face Reinforcement : 26.5.1.3
13. crack width calculation : Annex-F
14. cracking : Clause 35.3.2

IS 13920 - 2016
Sr.No. Item Clause / Table
1. Ptmax : 6.2.2
2. Ptmin : 6.2.1
3. Astmin : 6.2.3 & 6.2.4
4. Svclc : 6.3.5
5. Shear Capacity : 6.3.4
6. Coupling Beams : 10.5

Group : G1
Beam No : B1
Analysis Reference (Member) : 126,331 (0 m)
Beam Length : 5051 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm

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Effective Depth (d) : 315 mm

Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 18 11 21 11 13 11
Critical L/C - RCDC 8 1 11 1 3 1
Mu (kNm) - 72.17 2.68 87.01 13.92 90.87
Tu (kNm) 1.03 0.42 0.37 0.42 0.52 0.42
MTu (kNm) 1.31 0.54 0.47 0.54 0.67 0.54
Mud (kNm) 1.31 72.71 3.15 87.55 14.59 91.41
MuLim (kNm) 119 119 119 119 119 119
R 0.044 2.443 0.106 2.941 0.49 3.071
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.479 0.683 0.479 0.852 0.263 0.898
Pcclc (%) (C) 0.01 0 0 0 0 0
PtPrv (%) 0.479 0.718 0.479 0.957 0.359 0.957
Ast (sqmm) 248.45 592.96 248.45 734.56 248.45 773.03
AstDuctile (sqmm) (E) 452.4 226.2 452.4 226.2 226.2 226.2
AstFinal (Max(Ast, AstDuctile)) 452.4 645.47 452.4 804.84 232.67 848.65
(sqmm)
AstPrv (sqmm) 452.4 678.6 452.4 904.8 339.3 904.8

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4-T12 4-T12 4-T12 4-T12 3-T12 4-T12

Reinforcement Provided
2-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.957 0.957 0.957
Vu (kN) 81.92 74.93 83.52
Tu (kNm) 0.42 0.42 0.42
VTu (kN) 2.25 2.25 2.25
Vut (kN) 84.17 77.18 85.76
VD+L (kN) 66.23 60.64 66.12

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Mh (kNm) 104.1 104.1

Ms (kNm) 57.02 57.02
Sway-Right (kN) 15.56 9.96 116.8
Sway-Left (kN) 116.91 111.32 15.44
Vu-Sway (kN) 116.91 111.32 116.8
Vud (kN) 116.91 111.32 116.8
Tv (N/sqmm) 1.24 1.18 1.24
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 116.91 111.32 116.8
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 332.186 305.282 338.301
Asv Torsion Prv (sqmm) 1436.29 1058.32 1436.29
Asv Reqd (sqmm/m) 1062.79 1010.26 1061.7
SvCalc (mm) 70 95 70
SvPrv (mm) 70 95 70
Asv Total Prv (sqmm) 1436.29 1058.32 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section

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Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G1
Beam No : B2
Analysis Reference (Member) : 127,335 (0 m)
Beam Length : 5070 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm

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Grade Of Steel (Shear) : Fe500 N/sqmm

Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 13 11 12 11
Critical L/C - RCDC 10 1 3 1 2 1
Mu (kNm) 3.13 71.9 10.14 89.21 15.85 91.12
Tu (kNm) 0.63 0.57 0.43 0.57 0.53 0.57
MTu (kNm) 0.8 0.73 0.55 0.73 0.67 0.73
Mud (kNm) 3.93 72.63 10.7 89.94 16.53 91.85
MuLim (kNm) 119 119 119 119 119 119
R 0.132 2.44 0.359 3.021 0.555 3.085
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.479 0.682 0.779 0.88 0.39 0.903
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.479 0.718 0.957 0.957 0.638 1.558
Ast (sqmm) 248.45 592.2 248.45 758.27 248.45 777.42
AstDuctile (sqmm) (E) 452.4 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 452.4 644.62 736.3 831.81 368.15 853.67
(sqmm)
AstPrv (sqmm) 452.4 678.6 904.8 904.8 603.18 1472.61
4-T12 4-T12 4-T12 4-T12 3-T16 3-T25
Reinforcement Provided
2-T12 4-T12 4-T12

Note: Calculation of Ast

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AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.957 1.558 1.558
Vu (kN) 82.66 76.21 83.25
Tu (kNm) 0.57 0.57 0.57
VTu (kN) 3.06 3.06 3.06
Vut (kN) 85.72 79.27 86.31
D+L 66.47 60.63 66.26
V (kN)
Mh (kNm) 104.1 167.85
Ms (kNm) 57.02 104.1
Sway-Right (kN) 3.57 130.67 136.3
Sway-Left (kN) 131.31 4.22 1.42
Vu-Sway (kN) 131.31 130.67 136.3

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Vud (kN) 131.31 130.67 136.3

Tv (N/sqmm) 1.39 1.38 1.44
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 131.31 130.67 136.3
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 341.171 321.2 361.071
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1186.84 1172.81 1225.71
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section

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Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G1
Beam No : B3
Analysis Reference (Member) : 128,129 (0 m)
Beam Length : 5623 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 15 11 12 11
Critical L/C - RCDC 2 1 5 1 2 1
Mu (kNm) 18.06 74.91 - 103.3 5.96 89.51
Tu (kNm) 0.56 0 0.56 0 0 0
MTu (kNm) 0.71 0 0.71 0 0 0
Mud (kNm) 18.77 74.91 0.71 103.3 5.96 89.51
MuLim (kNm) 119 119 119 119 119 119
R 0.631 2.516 0.024 3.47 0.2 3.007
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.779 0.707 0.479 1.048 0.39 0.875
Pcclc (%) (C) 0 0 0.006 0 0 0
PtPrv (%) 0.957 0.718 0.479 1.558 0.638 0.957
Ast (sqmm) 248.45 613.34 248.45 896.25 248.45 754.05
AstDuctile (sqmm) (E) 736.3 368.15 452.4 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 668.24 452.4 990.76 368.15 827.01
(sqmm)
AstPrv (sqmm) 904.8 678.6 452.4 1472.61 603.18 904.8
4-T12 4-T12 4-T12 3-T25 3-T16 4-T12
Reinforcement Provided
4-T12 2-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for

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Bending Moment and Min % area of flexural

B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.558 1.558 0.957
Vu (kN) 87.99 77.57 79.48
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 87.99 77.57 79.48
D+L 68.27 59.94 65.7
V (kN)
Mh (kNm) 167.85 104.1
Ms (kNm) 104.1 57.02
Sway-Right (kN) 12.19 3.86 121.78
Sway-Left (kN) 128.83 120.5 5.14
Vu-Sway (kN) 128.83 120.5 121.78
Vud (kN) 128.83 120.5 121.78
Tv (N/sqmm) 1.36 1.28 1.29
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 128.83 120.5 121.78

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Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1162.92 1084.7 1103.54
SvCalc (mm) 70 90 70
SvPrv (mm) 70 90 70
Asv Total Prv (sqmm) 1436.29 1117.11 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

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Beam Depth = 350 mm

Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G1
Beam No : B4
Analysis Reference (Member) : 130 (0 m)
Beam Length : 2650 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 9.52 12.15 18.29 37.27 14.86 18.78
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0

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Mud (kNm) 9.52 12.15 18.29 37.27 14.86 18.78

MuLim (kNm) 119 119 119 119 119 119
R 0.32 0.408 0.614 1.252 0.499 0.631
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.479 0.263 0.263 0.326 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.479 0.479 0.479 0.957 0.359 0.359
Ast (sqmm) 248.45 248.45 248.45 286.52 248.45 248.45
AstDuctile (sqmm) (E) 452.4 226.2 226.2 226.2 226.2 226.2
AstFinal (Max(Ast, AstDuctile)) 452.4 232.67 232.67 308.41 232.67 232.67
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 904.8 339.3 339.3
4-T12 4-T12 4-T12 4-T12 3-T12 3-T12
Reinforcement Provided
4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

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Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 0.957 0.359 0.359
Vu (kN) 36.78 27.76 17.58
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 36.78 27.76 17.58
D+L 15.66 7.21 8.44
V (kN)
Mh (kNm) 104.1 43.7
Ms (kNm) 57.02 57.02
Sway-Right (kN) 44.34 52.79 68.44
Sway-Left (kN) 111.64 103.19 87.54
Vu-Sway (kN) 111.64 103.19 87.54
Vud (kN) 111.64 103.19 87.54
Tv (N/sqmm) 1.18 1.09 0.93
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 111.64 103.19 87.54
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 982.15 907.33 769.72
SvCalc (mm) 70 110 110
SvPrv (mm) 70 110 70
Asv Total Prv (sqmm) 1436.29 914 1436.29

Maximum Spacing Criteria

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Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G2
Beam No : B5
Analysis Reference (Member) : 191 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm

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Depth (D) : 350 mm

Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 12 21 13 21 12
Critical L/C - RCDC 10 2 11 3 11 2
Mu (kNm) 14.88 12.9 15.14 33.06 9.85 31.08
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 14.88 12.9 15.14 33.06 9.85 31.08
MuLim (kNm) 119 119 119 119 119 119
R 0.5 0.433 0.509 1.11 0.331 1.044
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.267 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.359 0.359 0.359 0.359 0.359 0.359
Ast (sqmm) 248.45 248.45 248.45 252.54 248.45 248.45
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
248.45 248.45 248.45 252.54 248.45 248.45
AstFinal (Max(Ast, AstDuctile))

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(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.359 0.359 0.359
Vu (kN) 36.65 25.38 32.66
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 36.65 25.38 32.66

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VD+L (kN) 22.28 11.99 18.72

Mh (kNm) 43.7 43.7
Ms (kNm) 43.7 43.7
Sway-Right (kN) 28.65 62.93 69.66
Sway-Left (kN) 73.22 38.94 33.9
Vu-Sway (kN) 73.22 62.93 69.66
Vud (kN) 73.22 62.93 69.66
Tv (N/sqmm) 0.77 0.67 0.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 73.22 62.93 69.66
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 643.79 553.32 612.47
SvCalc (mm) 70 155 70
SvPrv (mm) 70 155 70
Asv Total Prv (sqmm) 1436.29 648.65 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G3
Beam No : B6
Analysis Reference (Member) : 118,329 (0 m)
Beam Length : 5051 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm

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Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 11 11 13 11
Critical L/C - RCDC 2 1 1 1 3 1
Mu (kNm) 12.62 84.6 23.43 109.64 14.88 112.46
Tu (kNm) 0.39 0.21 0.21 0.21 0.14 0.21
MTu (kNm) 0.5 0.27 0.27 0.27 0.18 0.27
Mud (kNm) 13.12 84.86 23.7 109.9 15.05 112.73
MuLim (kNm) 119 119 119 119 119 119
R 0.441 2.851 0.796 3.692 0.506 3.787
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.779 0.749 0.779 1.025 0.39 1.058
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.851 0.851 0.851 1.558 0.638 1.558
Ast (sqmm) 248.45 708.22 248.45 968.19 248.45 999.87
AstDuctile (sqmm) (E) 736.3 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 708.22 736.3 968.2 368.15 999.87
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1472.61 603.18 1472.61
Reinforcement Provided 4-T16 4-T16 4-T16 3-T25 3-T16 3-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for

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Bending Moment and Min % area of flexural

B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.558 1.558 1.558
Vu (kN) 102.03 94.95 103.22
Tu (kNm) 0.21 0.21 0.21
VTu (kN) 1.11 1.11 1.11
Vut (kN) 103.14 96.06 104.33
D+L 82.13 73.56 82.07
V (kN)
Mh (kNm) 167.85 167.85
Ms (kNm) 94.49 94.49
Sway-Right (kN) 0.39 156.07 164.59
Sway-Left (kN) 164.65 8.96 3.03
Vu-Sway (kN) 164.65 156.07 164.59
Vud (kN) 164.65 156.07 164.59
Tv (N/sqmm) 1.74 1.65 1.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 164.65 156.07 164.59

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Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 420.341 379.085 425.157
Asv Torsion Prv (sqmm) 2094.4 1428 2094.4
Asv Reqd (sqmm/m) 1447.69 1397.94 1447.16
SvCalc (mm) 75 110 75
SvPrv (mm) 75 110 75
Asv Total Prv (sqmm) 2094.4 1428 2094.4

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G3
Beam No : B7
Analysis Reference (Member) : 114,333 (0 m)
Beam Length : 5070 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 13 11 12 11

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Critical L/C - RCDC 1 1 3 1 2 1

Mu (kNm) 23.82 84.46 11.35 111.66 16.3 113.19
Tu (kNm) 0.21 0 0.11 0 0 0
MTu (kNm) 0.27 0 0.14 0 0 0
Mud (kNm) 24.09 84.46 11.48 111.66 16.3 113.19
MuLim (kNm) 119 119 119 119 119 119
R 0.809 2.837 0.386 3.751 0.548 3.803
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.779 0.745 0.779 1.045 0.39 1.064
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.851 0.851 0.851 1.558 0.638 1.558
Ast (sqmm) 248.45 704.31 248.45 987.88 248.45 1005.13
AstDuctile (sqmm) (E) 736.3 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 704.31 736.3 987.88 368.15 1005.13
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1472.61 603.18 1472.61
Reinforcement Provided 4-T16 4-T16 4-T16 3-T25 3-T16 3-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.558 1.558 1.558
Vu (kN) 102.76 96.09 103.2
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 102.76 96.09 103.2
D+L 82.48 76.6 82.28
V (kN)
Mh (kNm) 167.85 167.85
Ms (kNm) 94.49 94.49
Sway-Right (kN) 0.32 158.77 164.45
Sway-Left (kN) 164.65 5.57 0.6
Vu-Sway (kN) 164.65 158.77 164.45
Vud (kN) 164.65 158.77 164.45
Tv (N/sqmm) 1.74 1.68 1.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 164.65 158.77 164.45
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1447.7 1396 1445.97
SvCalc (mm) 75 110 75

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SvPrv (mm) 75 110 75

Asv Total Prv (sqmm) 2094.4 1428 2094.4

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G3
Beam No : B8
Analysis Reference (Member) : 115,116 (0 m)
Beam Length : 5623 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 14 11 14 11 12 11
Critical L/C - RCDC 4 1 4 1 2 1
Mu (kNm) - 114.43 - 151.32 10.38 139.54
Tu (kNm) 5.19 2.74 4.01 3 2.74 2.74
MTu (kNm) 6.62 3.49 5.11 3.82 3.49 3.49
Mud (kNm) 6.62 117.92 5.11 155.14 13.87 143.03
MuLim (kNm) 119 119 119 119 119 119
R 0.222 3.961 0.172 5.212 0.466 4.805
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.779 1.121 0.779 1.448 0.39 1.343

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Pcclc (%) (C) 0.052 0 0.04 0.348 0 0.232

PtPrv (%) 1.558 1.558 1.558 1.558 0.638 1.558
Ast (sqmm) 248.45 1059.58 248.45 1368.23 248.45 1268.8
AstDuctile (sqmm) (E) 736.3 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 1059.58 736.3 1368.23 368.15 1268.8
(sqmm)
AstPrv (sqmm) 1472.61 1472.61 1472.61 1472.61 603.18 1472.61
Reinforcement Provided 3-T25 3-T25 3-T25 3-T25 3-T16 3-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1

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PtPrv (%) 1.558 1.558 1.558

Vu (kN) 125.96 115.32 116.42
Tu (kNm) 3 3 2.74
VTu (kN) 15.98 15.98 14.6
Vut (kN) 141.94 131.3 131.01
D+L 98.89 88.29 95.01
V (kN)
Mh (kNm) 167.85 167.85
Ms (kNm) 167.85 167.85
Sway-Right (kN) 5.32 181.86 188.58
Sway-Left (kN) 192.46 5.27 1.44
Vu-Sway (kN) 192.46 181.86 188.58
Vud (kN) 192.46 181.86 188.58
Tv (N/sqmm) 2.04 1.92 2
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 192.46 181.86 188.58
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 641.538 598.687 591.506
Asv Torsion Prv (sqmm) 2094.4 1653.47 2094.4
Asv Reqd (sqmm/m) 1692.24 1617.42 1658.1
SvCalc (mm) 75 95 75
SvPrv (mm) 75 95 75
Asv Total Prv (sqmm) 2094.4 1653.47 2094.4

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

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For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 150 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 150 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G4
Beam No : B9
Analysis Reference (Member) : 190 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm

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Depth (D) : 350 mm

Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 13 13 20 12
Critical L/C - RCDC 10 1 3 3 10 2
Mu (kNm) 0.88 23.05 15.19 56.02 7.77 55.62
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 0.88 23.05 15.19 56.02 7.77 55.61
MuLim (kNm) 119 119 119 119 119 119
R 0.029 0.774 0.51 1.882 0.261 1.868
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.319 0.263 0.319 0.508 0.263 0.504
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.359 0.359 0.359 0.638 0.638 0.638
Ast (sqmm) 248.45 248.45 248.45 443.75 248.45 440.23
AstDuctile (sqmm) (E) 301.59 150.79 301.59 150.79 150.79 150.79
301.59 232.67 301.59 480.21 232.67 476.34
AstFinal (Max(Ast, AstDuctile))

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(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 603.18 603.18
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.638 0.638 0.638
Vu (kN) 83.07 52.19 80.48
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 83.07 52.19 80.48

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VD+L (kN) 66.56 36.98 62.54

Mh (kNm) 73.81 73.81
Ms (kNm) 43.7 43.7
Sway-Right (kN) 133.65 30.11 11.72
Sway-Left (kN) 0.54 104.07 129.63
Vu-Sway (kN) 133.65 104.07 129.63
Vud (kN) 133.65 104.07 129.63
Tv (N/sqmm) 1.41 1.1 1.37
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 133.65 104.07 129.63
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1210.88 933.18 1173.14
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 1436.29 957.52 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G4
Beam No : B10
Analysis Reference (Member) : 147 (0 m)
Beam Length : 2700 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm

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Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 12 21 13 12 12
Critical L/C - RCDC 10 2 11 3 2 2
Mu (kNm) 15.07 12.66 15.03 36.1 12.38 36.86
Tu (kNm) 0.43 0.8 0.66 1.03 0.8 0.8
MTu (kNm) 0.55 1.02 0.84 1.31 1.02 1.02
Mud (kNm) 15.62 13.68 15.87 37.41 13.4 37.88
MuLim (kNm) 119 119 119 119 119 119
R 0.525 0.46 0.533 1.257 0.45 1.273
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.356 0.356 0.711 0.356 0.356 0.356
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.479 0.479 0.718 0.638 0.638 1.423
Ast (sqmm) 248.45 248.45 248.45 287.66 248.45 291.51
AstDuctile (sqmm) (E) 336.15 336.15 672.3 336.15 336.15 336.15
AstFinal (Max(Ast, AstDuctile)) 336.15 336.15 672.3 336.15 336.15 336.15
(sqmm)
AstPrv (sqmm) 452.4 452.4 678.6 603.18 603.18 1344.6
4-T12 4-T12 4-T12 3-T16 3-T16 3-T20
Reinforcement Provided
2-T12 2-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

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Maximum of % reinforcement required for

B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 29 13 28
Critical L/C - RCDC 19 3 18
PtPrv (%) 0.638 0.638 1.423
Vu (kN) 44.46 24.6 38.78
Tu (kNm) 0.94 1.03 0.76
VTu (kN) 5.02 5.48 4.04
Vut (kN) 49.48 30.07 42.81
D+L 30.73 9.02 25.14
V (kN)
Mh (kNm) 73.81 152.26
Ms (kNm) 57.02 81.8
Sway-Right (kN) 167.01 145.3 112.48
Sway-Left (kN) 70.6 92.31 126.47
Vu-Sway (kN) 167.01 145.3 126.47
Vud (kN) 167.01 145.3 126.47
Tv (N/sqmm) 1.77 1.54 1.34
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0

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Vus=Vud-Vc (kN) 167.01 145.3 126.47

Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 212.659 138.752 185.973
Asv Torsion Prv (sqmm) 2244 1309 2244
Asv Reqd (sqmm/m) 1468.76 1277.58 1119.21
SvCalc (mm) 70 120 70
SvPrv (mm) 70 120 70
Asv Total Prv (sqmm) 2244 1309 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G4
Beam No : B11
Analysis Reference (Member) : 103,324 (0 m)
Beam Length : 5051 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right

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Critical L/C - Analysis 15 11 15 11 13 11

Critical L/C - RCDC 5 1 5 1 3 1
Mu (kNm) - 113.57 - 137.78 18.26 148.23
Tu (kNm) 0.98 0.7 0.98 0.7 0.51 0.7
MTu (kNm) 1.25 0.9 1.25 0.9 0.65 0.9
Mud (kNm) 1.25 114.47 1.25 138.68 18.91 149.13
MuLim (kNm) 119 119 119 119 119 119
R 0.042 3.845 0.042 4.659 0.635 5.01
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.711 1.164 0.779 1.41 0.39 1.516
Pcclc (%) (C) 0.01 0 0.01 0.19 0 0.29
PtPrv (%) 0.851 1.33 0.851 1.423 0.638 1.558
Ast (sqmm) 248.45 1019.67 248.45 1233.05 248.45 1318.85
AstDuctile (sqmm) (E) 672.3 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 672.3 1100.36 736.3 1332.24 368.15 1432.33
(sqmm)
AstPrv (sqmm) 804.24 1256.64 804.24 1344.6 603.18 1472.61
4-T16 4-T16 4-T16 3-T20 3-T16 3-T25
Reinforcement Provided
4-T12 2-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

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Area of reinforcement as per ductile detailing

E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.423 1.558 1.558
Vu (kN) 124.6 119.04 145.2
Tu (kNm) 0.7 0.7 0.7
VTu (kN) 3.75 3.75 3.75
Vut (kN) 128.35 122.78 148.95
D+L 101.57 93.34 114.27
V (kN)
Mh (kNm) 152.26 167.85
Ms (kNm) 94.49 94.49
Sway-Right (kN) 18.59 176.32 197.26
Sway-Left (kN) 179.62 15.29 36.22
Vu-Sway (kN) 179.62 176.32 197.26
Vud (kN) 179.62 176.32 197.26
Tv (N/sqmm) 1.9 1.87 2.09
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 179.62 176.32 197.26
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 523.228 493.63 616.416
Asv Torsion Prv (sqmm) 2244 1653.47 2244

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Asv Reqd (sqmm/m) 1629.15 1591.55 1788.1

SvCalc (mm) 70 95 70
SvPrv (mm) 70 95 70
Asv Total Prv (sqmm) 2244 1653.47 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

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Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G4
Beam No : B12
Analysis Reference (Member) : 104,327 (0 m)
Beam Length : 5070 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 15 11 12 11
Critical L/C - RCDC 10 1 5 1 2 1
Mu (kNm) 0.93 113.54 - 147.33 20.05 141.85
Tu (kNm) 0.61 0.49 0.61 0.49 0.35 0.49

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MTu (kNm) 0.77 0.62 0.77 0.62 0.45 0.62

Mud (kNm) 1.7 114.16 0.77 147.95 20.5 142.47
MuLim (kNm) 119 119 119 119 119 119
R 0.057 3.835 0.026 4.97 0.689 4.786
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.779 1.161 0.997 1.504 0.499 1.448
Pcclc (%) (C) 0 0 0.006 0.279 0 0.227
PtPrv (%) 0.851 1.33 1.09 1.558 0.638 1.995
Ast (sqmm) 248.45 1016.13 248.45 1309.18 248.45 1264.22
AstDuctile (sqmm) (E) 736.3 471.24 942.48 471.24 471.24 471.24
AstFinal (Max(Ast, AstDuctile)) 736.3 1097.39 942.48 1421.06 471.24 1368.6
(sqmm)
AstPrv (sqmm) 804.24 1256.64 1030.44 1472.61 603.18 1884.96
4-T16 4-T16 4-T16 3-T25 3-T16 3-T20
Reinforcement Provided
4-T12 2-T12 3-T20

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)

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AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.558 1.995 1.995
Vu (kN) 144.75 118.82 125.93
Tu (kNm) 0.49 0.49 0.49
VTu (kN) 2.59 2.59 2.59
Vut (kN) 147.34 121.41 128.52
D+L 114.81 96.04 101.73
V (kN)
Mh (kNm) 167.85 218.08
Ms (kNm) 94.49 115.41
Sway-Right (kN) 16.36 194.49 200.18
Sway-Left (kN) 204.03 6.83 12.51
Vu-Sway (kN) 204.03 194.49 200.18
Vud (kN) 204.03 194.49 200.18
Tv (N/sqmm) 2.16 2.06 2.12
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 204.03 194.49 200.18
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 604.879 483.773 519.15
Asv Torsion Prv (sqmm) 2244 1745.33 2244
Asv Reqd (sqmm/m) 1848.27 1741.2 1794.55
SvCalc (mm) 70 90 70
SvPrv (mm) 70 90 70
Asv Total Prv (sqmm) 2244 1745.33 2244

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G4
Beam No : B13
Analysis Reference (Member) : 105,106 (0 m)
Beam Length : 5623 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 15 11 12 11
Critical L/C - RCDC 5 1 5 1 2 1
Mu (kNm) - 133.27 - 171.85 11.81 122.41
Tu (kNm) 8.7 7.28 7.04 7.28 5.74 6.71
MTu (kNm) 11.09 9.28 8.97 9.28 7.32 8.55
Mud (kNm) 11.09 142.55 8.97 181.13 19.13 130.96
MuLim (kNm) 119 119 119 119 119 119
R 0.372 4.789 0.301 6.085 0.643 4.399
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

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Ptclc (%) (B') 0.997 1.449 0.831 1.84 0.499 1.332

Pcclc (%) (C) 0.087 0.227 0.07 0.597 0 0.117
PtPrv (%) 1.277 1.702 0.851 1.995 0.638 1.356
Ast (sqmm) 248.45 1264.85 248.45 1581.59 248.45 1169.71
AstDuctile (sqmm) (E) 942.48 471.24 785.4 471.24 471.24 471.24
AstFinal (Max(Ast, AstDuctile)) 942.48 1369.33 785.4 1738.86 471.24 1258.34
(sqmm)
AstPrv (sqmm) 1206.36 1608.48 804.24 1884.96 603.18 1281.78
4-T16 4-T16 4-T16 3-T20 3-T16 3-T20
Reinforcement Provided
2-T16 4-T16 3-T20 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11

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Critical L/C - RCDC 1 1 1

PtPrv (%) 1.995 1.995 1.356
Vu (kN) 141.13 130.49 126.85
Tu (kNm) 7.28 7.28 6.71
VTu (kN) 38.83 38.83 35.77
Vut (kN) 179.96 169.32 162.61
D+L 110.11 101.6 104.27
V (kN)
Mh (kNm) 218.08 144.61
Ms (kNm) 135.43 94.49
Sway-Right (kN) 33.58 25.07 180.8
Sway-Left (kN) 195.53 187.02 18.85
Vu-Sway (kN) 195.53 187.02 180.8
Vud (kN) 195.53 187.02 180.8
Tv (N/sqmm) 2.07 1.98 1.91
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 195.53 187.02 180.8
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 871.52 812.475 790.324
Asv Torsion Prv (sqmm) 2244 1745.33 2244
Asv Reqd (sqmm/m) 1762.17 1682.28 1643.34
SvCalc (mm) 70 90 70
SvPrv (mm) 70 90 70
Asv Total Prv (sqmm) 2244 1745.33 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

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For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G4
Beam No : B14
Analysis Reference (Member) : 107 (0 m)
Beam Length : 2650 mm

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Breadth (B) : 300 mm

Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 12.16 12.68 18.57 38.91 15.02 26.95
Tu (kNm) 0.35 0.58 0.35 0.58 0.58 0.58
MTu (kNm) 0.44 0.73 0.44 0.73 0.73 0.73
Mud (kNm) 12.6 13.41 19.01 39.64 15.75 27.68
MuLim (kNm) 119 119 119 119 119 119
R 0.423 0.45 0.639 1.332 0.529 0.93
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.831 0.416 0.416 0.416 0.416 0.416
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.957 0.479 0.479 1.356 0.638 0.598
Ast (sqmm) 248.45 248.45 248.45 305.88 248.45 248.45
AstDuctile (sqmm) (E) 785.4 392.7 392.7 392.7 392.7 392.7

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AstFinal (Max(Ast, AstDuctile)) 785.4 392.7 392.7 392.7 392.7 392.7

(sqmm)
AstPrv (sqmm) 904.8 452.4 452.4 1281.78 603.18 565.5
4-T12 4-T12 4-T12 3-T20 3-T16 3-T12
Reinforcement Provided
4-T12 3-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 1.356 0.638 0.598
Vu (kN) 38.1 30.24 29.43
Tu (kNm) 0.58 0.58 0.58
3.07 3.07 3.07

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VTu (kN)
Vut (kN) 41.17 33.31 32.5
D+L 19.33 10.52 20.68
V (kN)
Mh (kNm) 144.61 69.72
Ms (kNm) 104.1 57.02
Sway-Right (kN) 86.47 95.28 126.48
Sway-Left (kN) 142.06 133.25 103.05
Vu-Sway (kN) 142.06 133.25 126.48
Vud (kN) 142.06 133.25 126.48
Tv (N/sqmm) 1.5 1.41 1.34
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 142.06 133.25 126.48
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 175.521 141.967 136.494
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1249.11 1171.64 1114.41
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm

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Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G5
Beam No : B15
Analysis Reference (Member) : 322 (0 m)
Beam Length : 2650 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 14.78 21.18 14.78 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 14.78 21.19 14.78 0 0 0
MuLim (kNm) 119 119 119 119 119 119
R 0.496 0.712 0.496 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.359 0.359 0.359 0.359 0.359 0.359
Ast (sqmm) 248.45 248.45 248.45 248.45 248.45 248.45
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 248.45 248.45 248.45 248.45 248.45 248.45
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.359 0.359 0.359
Vu (kN) 24.98 12.66 24.98
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 24.98 12.66 24.98
D+L 19.99 10.13 19.99
V (kN)
Mh (kNm) 43.7 43.7
Ms (kNm) 43.7 43.7
Sway-Right (kN) 30.99 61.11 70.97

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Sway-Left (kN) 70.97 40.85 31.98

Vu-Sway (kN) 70.97 61.11 70.97
Vud (kN) 70.97 61.11 70.97
Tv (N/sqmm) 0.75 0.65 0.75
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 70.97 61.11 70.97
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 623.98 537.33 623.98
SvCalc (mm) 70 155 70
SvPrv (mm) 70 155 70
Asv Total Prv (sqmm) 1436.29 648.65 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section

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Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G6
Beam No : B16
Analysis Reference (Member) : 189 (0 m)
Beam Length : 2952 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design

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Beam Bottom Beam Top

Left Mid Right Left Mid Right
Critical L/C - Analysis 12 12 13 13 20 12
Critical L/C - RCDC 2 2 3 3 10 2
Mu (kNm) 23.51 24.61 21.36 64.61 14.51 71.14
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 23.51 24.61 21.36 64.61 14.51 71.14
MuLim (kNm) 166 166 166 166 166 166
R 0.564 0.591 0.513 1.551 0.348 1.708
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.381 0.263 0.422
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.281 0.281 0.281 0.468 0.468 0.468
Ast (sqmm) 317.46 317.46 317.46 459.88 317.46 510.13
AstDuctile (sqmm) (E) 282.75 141.38 282.75 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 317.46 317.46 317.46 459.88 317.46 510.13
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 565.5 565.5 565.5
Reinforcement Provided 3-T12 3-T12 3-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required

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D = AstCrack = Area of reinforcement required for Crackwidth

Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.468 0.281 0.468
Vu (kN) 83.55 49.9 93.38
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 83.55 49.89 93.38
D+L 51.68 29.08 70.01
V (kN)
Mh (kNm) 78.21 78.21
Ms (kNm) 48.52 48.52
Sway-Right (kN) 127.12 46.36 12.55
Sway-Left (kN) 23.75 104.52 145.45
Vu-Sway (kN) 127.12 104.52 145.45
Vud (kN) 127.12 104.52 145.45
Tv (N/sqmm) 1.05 0.87 1.2
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 127.12 104.52 145.45
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -

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Asv Torsion Prv (sqmm) - - -

Asv Reqd (sqmm/m) 1020.55 839.08 1167.66
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

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Group : G6
Beam No : B17
Analysis Reference (Member) : 146,84 (0 m)
Beam Length : 4475 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 29 29 12 28
Critical L/C - RCDC 2 1 19 19 2 18
Mu (kNm) 15.22 41.21 17.85 64.49 10.6 80.03
Tu (kNm) 3.42 5.75 4.67 4 3.57 4.53
MTu (kNm) 4.3 7.24 5.88 5.04 4.5 5.71
Mud (kNm) 19.53 48.45 23.73 69.53 15.11 85.74
MuLim (kNm) 166 166 166 166 166 166
R 0.469 1.163 0.57 1.669 0.363 2.058

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.325 0.325 0.65 0.412 0.325 0.518
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.468 0.468 0.656 0.468 0.468 1.301
Ast (sqmm) 317.46 338.77 317.46 497.66 317.46 625.58
AstDuctile (sqmm) (E) 392.7 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 392.7 392.7 785.4 497.66 392.7 625.58
(sqmm)
AstPrv (sqmm) 565.5 565.5 791.7 565.5 565.5 1570.8
5-T12 5-T12 5-T12 5-T12 5-T12 5-T20
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 11 11 11

Critical L/C - RCDC 1 1 1
PtPrv (%) 0.468 0.468 1.301
Vu (kN) 61.04 58.67 81.89
Tu (kNm) 4.92 5.75 5.75
VTu (kN) 22.48 26.27 26.27
Vut (kN) 83.51 84.94 108.16
D+L 45.4 43.5 62.08
V (kN)
Mh (kNm) 78.21 191.96
Ms (kNm) 78.21 105.77
Sway-Right (kN) 143.01 141.11 159.69
Sway-Left (kN) 21.07 22.97 6.73
Vu-Sway (kN) 143.01 141.11 159.69
Vud (kN) 143.01 141.11 159.69
Tv (N/sqmm) 1.18 1.17 1.32
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 143.01 141.11 159.69
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 339.96 355.812 447.175
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1148.07 1132.86 1281.99
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm

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Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G6
Beam No : B18
Analysis Reference (Member) : 80,323 (0 m)

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Beam Length : 5051 mm

Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 19 11 21 11 13 11
Critical L/C - RCDC 9 1 11 1 3 1
Mu (kNm) - 110.38 7.21 131.82 23.72 143.28
Tu (kNm) 1.17 0.93 0.6 0.93 0.92 0.93
MTu (kNm) 1.47 1.17 0.75 1.17 1.16 1.17
Mud (kNm) 1.47 111.56 7.97 132.99 24.88 144.45
MuLim (kNm) 166 166 166 166 166 166
R 0.035 2.678 0.191 3.192 0.597 3.467
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.65 0.697 0.65 0.857 0.325 0.947
Pcclc (%) (C) 0.008 0 0 0 0 0
PtPrv (%) 0.656 0.749 0.656 1.301 0.468 1.301
Ast (sqmm) 317.46 841.58 317.46 1034.69 317.46 1144.09

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AstDuctile (sqmm) (E) 785.4 392.7 785.4 392.7 392.7 392.7

AstFinal (Max(Ast, AstDuctile)) 785.4 841.58 785.4 1034.69 392.7 1144.09
(sqmm)
AstPrv (sqmm) 791.7 904.8 791.7 1570.8 565.5 1570.8
5-T12 5-T12 5-T12 5-T20 5-T12 5-T20
Reinforcement Provided
2-T12 3-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.301 1.301 1.301
Vu (kN) 120.45 113.32 141.45
Tu (kNm) 0.93 0.93 0.93

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VTu (kN) 4.25 4.25 4.25

Vut (kN) 124.69 117.56 145.69
D+L 98.42 89.43 111.1
V (kN)
Mh (kNm) 191.96 191.96
Ms (kNm) 105.77 105.77
Sway-Right (kN) 4.77 183.07 204.74
Sway-Left (kN) 192.06 4.22 17.45
Vu-Sway (kN) 192.06 183.07 204.74
Vud (kN) 192.06 183.07 204.74
Tv (N/sqmm) 1.59 1.52 1.7
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 192.06 183.07 204.74
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 432.207 397.859 502.709
Asv Torsion Prv (sqmm) 1436.29 773.38 1436.29
Asv Reqd (sqmm/m) 1541.89 1496.11 1643.7
SvCalc (mm) 70 130 70
SvPrv (mm) 70 130 70
Asv Total Prv (sqmm) 2872.57 1546.77 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm

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Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G6
Beam No : B19
Analysis Reference (Member) : 77,326 (0 m)
Beam Length : 5070 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 14 11 12 11
Critical L/C - RCDC 10 1 4 1 2 1
Mu (kNm) 7.7 109.88 - 141.59 26.68 137.43
Tu (kNm) 1.4 1.31 1.4 1.31 1.18 1.31
MTu (kNm) 1.76 1.65 1.76 1.65 1.48 1.65
Mud (kNm) 9.46 111.53 1.76 143.24 28.17 139.08
MuLim (kNm) 166 166 166 166 166 166
R 0.227 2.677 0.042 3.438 0.676 3.338
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.65 0.697 0.65 0.938 0.325 0.905
Pcclc (%) (C) 0 0 0.01 0 0 0
PtPrv (%) 0.656 0.749 0.656 1.301 0.468 1.301
Ast (sqmm) 317.46 841.35 317.46 1132.29 317.46 1092.19
AstDuctile (sqmm) (E) 785.4 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 841.35 785.4 1132.3 392.7 1092.19
(sqmm)
AstPrv (sqmm) 791.7 904.8 791.7 1570.8 565.5 1570.8
5-T12 5-T12 5-T12 5-T20 5-T12 5-T20
Reinforcement Provided
2-T12 3-T12 2-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.301 1.301 1.301
Vu (kN) 140.49 115.02 122.19
Tu (kNm) 1.31 1.31 1.31
VTu (kN) 5.99 5.99 5.99
Vut (kN) 146.47 121.01 128.17
D+L 111.64 92.76 98.49
V (kN)
Mh (kNm) 191.96 191.96
Ms (kNm) 105.77 105.77

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Sway-Right (kN) 18.4 186.01 191.74

Sway-Left (kN) 204.89 0.48 5.25
Vu-Sway (kN) 204.89 186.01 191.74
Vud (kN) 204.89 186.01 191.74
Tv (N/sqmm) 1.7 1.54 1.59
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 204.89 186.01 191.74
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 510.892 414.276 449.453
Asv Torsion Prv (sqmm) 1436.29 773.38 1436.29
Asv Reqd (sqmm/m) 1644.9 1493.32 1539.32
SvCalc (mm) 70 130 70
SvPrv (mm) 70 130 70
Asv Total Prv (sqmm) 2872.57 1546.77 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G6
Beam No : B20
Analysis Reference (Member) : 78,93 (0 m)
Beam Length : 5623 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm

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Side Clear Cover : 25 mm

Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 12 11
Critical L/C - RCDC 1 1 1 1 2 1
Mu (kNm) - 117.65 - 155.88 11.74 135.69
Tu (kNm) 24.96 24.96 22.78 24.96 18.44 22.78
MTu (kNm) 31.47 31.47 28.71 31.47 23.24 28.71
Mud (kNm) 31.47 149.12 28.71 187.35 34.98 164.4
MuLim (kNm) 166 166 166 166 166 166
R 0.755 3.579 0.689 4.497 0.84 3.946
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.65 0.986 0.65 1.271 0.325 1.116
Pcclc (%) (C) 0.179 0 0.163 0.159 0.064 0
PtPrv (%) 0.833 1.02 0.833 1.301 0.468 1.301
Ast (sqmm) 317.46 1190.07 317.46 1534.25 317.46 1347.25
AstDuctile (sqmm) (E) 785.4 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 1190.07 785.4 1534.25 392.7 1347.25
(sqmm)
AstPrv (sqmm) 1005.3 1231.5 1005.3 1570.8 565.5 1570.8
5-T16 5-T16 5-T16 5-T20 5-T12 5-T20
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.301 1.301 1.301
Vu (kN) 129.64 117.65 117.11
Tu (kNm) 24.96 24.96 22.78
VTu (kN) 114.12 114.12 104.12
Vut (kN) 243.76 231.77 221.23
D+L 100.56 90.97 96.84
V (kN)
Mh (kNm) 191.96 191.96
Ms (kNm) 129.83 129.83
Sway-Right (kN) 12.62 3.03 184.78
Sway-Left (kN) 188.5 178.91 8.9
Vu-Sway (kN) 188.5 178.91 184.78
Vud (kN) 243.76 231.77 221.23
Tv (N/sqmm) 1.56 1.92 1.83

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 243.76 231.77 221.23
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 1183.523 1119.167 1075.898
Asv Torsion Prv (sqmm) 1256.75 1182.82 1182.82
Asv Reqd (sqmm/m) 1956.94 1860.68 1776.08
SvCalc (mm) 80 85 85
SvPrv (mm) 80 85 85
Asv Total Prv (sqmm) 2513.5 2365.65 2365.65

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

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Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G6
Beam No : B21
Analysis Reference (Member) : 95 (0 m)
Beam Length : 2650 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 19.95 17.76 30.11 57.78 25.46 35.96
Tu (kNm) 0.44 0.74 0.45 0.74 0.74 0.73
MTu (kNm) 0.55 0.94 0.57 0.94 0.94 0.92
Mud (kNm) 20.5 18.7 30.68 58.72 26.4 36.89
MuLim (kNm) 166 166 166 166 166 166
R 0.492 0.449 0.736 1.41 0.634 0.885
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.65 0.325 0.325 0.344 0.325 0.325
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.656 0.468 0.468 1.301 0.468 0.468
Ast (sqmm) 317.46 317.46 317.46 415.21 317.46 317.46
AstDuctile (sqmm) (E) 785.4 392.7 392.7 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 392.7 392.7 415.21 392.7 392.7
(sqmm)
AstPrv (sqmm) 791.7 565.5 565.5 1570.8 565.5 565.5
5-T12 5-T12 5-T12 5-T20 5-T12 5-T12
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 1.301 0.468 0.468
Vu (kN) 51.13 41.77 26.68
Tu (kNm) 0.74 0.74 0.73
VTu (kN) 3.4 3.4 3.35
Vut (kN) 54.53 45.18 30.03
D+L 19.96 9.63 11.94
V (kN)
Mh (kNm) 191.96 78.21
Ms (kNm) 105.77 78.21
Sway-Right (kN) 92.02 102.36 123.92
Sway-Left (kN) 184.41 174.08 152.51
Vu-Sway (kN) 184.41 174.08 152.51
Vud (kN) 184.41 174.08 152.51
Tv (N/sqmm) 1.53 1.44 1.26
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 184.41 174.08 152.51
Legs 4 4 4
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) 193.967 158.104 108.276

Asv Torsion Prv (sqmm) 1436.29 718.14 1436.29
Asv Reqd (sqmm/m) 1480.49 1397.52 1224.41
SvCalc (mm) 70 140 140
SvPrv (mm) 70 140 70
Asv Total Prv (sqmm) 2872.57 1436.29 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G7
Beam No : B22
Analysis Reference (Member) : 188 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 20 12
Critical L/C - RCDC 2 1 3 3 10 2

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Mu (kNm) 12.67 18.9 12.18 46.49 5.85 45.58

Tu (kNm) 0.43 0 0 0 0 0
MTu (kNm) 0.5 0 0 0 0 0
Mud (kNm) 13.18 18.9 12.18 46.49 5.85 45.57
MuLim (kNm) 84 84 84 84 84 84
R 0.625 0.897 0.578 2.207 0.278 2.163
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.285 0.263 0.285 0.56 0.263 0.548
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.569 0.569 0.569
Ast (sqmm) 209.01 209.01 209.01 445.06 209.01 435.28
AstDuctile (sqmm) (E) 226.2 113.1 226.2 113.1 113.1 113.1
AstFinal (Max(Ast, AstDuctile)) 226.2 209.01 226.2 445.06 209.01 435.28
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing

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Max(50% of Ast provided at top, 25% of max Ast

AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 0.569 0.569 0.569
Vu (kN) 69.95 43.29 68
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 69.95 43.29 68
D+L 54.3 28.97 50.83
V (kN)
Mh (kNm) 47.18 47.18
Ms (kNm) 36.32 36.32
Sway-Right (kN) 104 20.73 5.3
Sway-Left (kN) 4.6 78.67 100.53
Vu-Sway (kN) 104 78.67 100.53
Vud (kN) 104 78.67 100.53
Tv (N/sqmm) 1.31 0.99 1.26
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 104 78.67 100.53
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1087 841.22 1050.74
SvCalc (mm) 65 115 65
SvPrv (mm) 65 115 65

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Asv Total Prv (sqmm) 1546.77 874.26 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G7

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Beam No : B23
Analysis Reference (Member) : 145 (0 m)
Beam Length : 2700 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 21 12
Critical L/C - RCDC 10 3 11 3 11 2
Mu (kNm) 12.3 10.58 14.33 28.8 8.97 26.34
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 12.3 10.58 14.33 28.8 8.97 26.34
MuLim (kNm) 84 84 84 84 84 84
R 0.584 0.502 0.68 1.367 0.426 1.25
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.285 0.263 0.285 0.333 0.263 0.303
Pcclc (%) (C) 0 0 0 0 0 0

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PtPrv (%) 0.427 0.427 0.427 0.569 0.569 0.569

Ast (sqmm) 209.01 209.01 209.01 264.63 209.01 240.66
AstDuctile (sqmm) (E) 226.2 113.1 226.2 113.1 113.1 113.1
AstFinal (Max(Ast, AstDuctile)) 226.2 209.01 226.2 264.62 209.01 240.66
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 29 13 12
Critical L/C - RCDC 19 3 2
PtPrv (%) 0.569 0.569 0.569

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Vu (kN) 31.96 25.96 28.42

Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 31.96 25.96 28.42
D+L 22.3 15.63 15.51
V (kN)
Mh (kNm) 47.18 47.18
Ms (kNm) 36.32 36.32
Sway-Right (kN) 77.97 71.29 41.17
Sway-Left (kN) 33.36 40.04 71.18
Vu-Sway (kN) 77.97 71.29 71.18
Vud (kN) 77.97 71.29 71.18
Tv (N/sqmm) 0.98 0.9 0.9
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 77.97 71.29 71.18
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 814.9 745.1 743.92
SvCalc (mm) 65 130 65
SvPrv (mm) 65 130 65
Asv Total Prv (sqmm) 1546.77 773.38 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility

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Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G7
Beam No : B24
Analysis Reference (Member) : 65,81 (0 m)
Beam Length : 3160 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm

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Grade Of Steel (Main) : Fe500 N/sqmm

Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 12 21 13 20 12
Critical L/C - RCDC 10 2 11 3 10 2
Mu (kNm) 11.36 9.38 10.95 23.79 8.78 29.46
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 11.36 9.38 10.95 23.79 8.78 29.46
MuLim (kNm) 84 84 84 84 84 84
R 0.539 0.445 0.52 1.129 0.417 1.398
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.285 0.263 0.285 0.272 0.263 0.341
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.569 0.569 0.569
Ast (sqmm) 209.01 209.01 209.01 216.26 209.01 271.03
AstDuctile (sqmm) (E) 226.2 113.1 226.2 113.1 113.1 113.1
AstFinal (Max(Ast, AstDuctile)) 226.2 209.01 226.2 216.26 209.01 271.03
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

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AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.569 0.569 0.569
Vu (kN) 23.27 24.44 33.86
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 23.27 24.43 33.86
D+L 15.03 11.13 19.98
V (kN)
Mh (kNm) 47.18 47.18
Ms (kNm) 36.32 36.32
Sway-Right (kN) 30.63 56.79 65.64
Sway-Left (kN) 60.69 34.54 27.44
Vu-Sway (kN) 60.69 56.79 65.64

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Vud (kN) 60.69 56.79 65.64

Tv (N/sqmm) 0.76 0.71 0.83
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 60.69 56.79 65.64
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 634.31 593.52 686.1
SvCalc (mm) 65 130 65
SvPrv (mm) 65 130 65
Asv Total Prv (sqmm) 1546.77 773.38 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G7
Beam No : B25
Analysis Reference (Member) : 66 (0 m)
Beam Length : 4190 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right

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Critical L/C - Analysis 12 11 13 13 20 12

Critical L/C - RCDC 2 1 3 3 10 2
Mu (kNm) 10.31 19.29 10.43 43.18 4.16 46.8
Tu (kNm) 0.32 0.12 0 0 0.13 0.16
MTu (kNm) 0.38 0.14 0 0 0.15 0.19
Mud (kNm) 10.69 19.43 10.43 43.18 4.32 47
MuLim (kNm) 84 84 84 84 84 84
R 0.508 0.922 0.495 2.05 0.205 2.231
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.285 0.263 0.506 0.516 0.263 0.567
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.569 0.569 0.569 0.569 0.569 1.012
Ast (sqmm) 209.01 209.01 209.01 410.05 209.01 450.43
AstDuctile (sqmm) (E) 226.2 201.06 402.12 201.06 201.06 201.06
AstFinal (Max(Ast, AstDuctile)) 226.2 209.01 402.12 410.05 209.01 450.43
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 452.4 452.4 804.24
Reinforcement Provided 4-T12 4-T12 4-T12 4-T12 4-T12 4-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
E = AstDuctile = Area of reinforcement as per ductile detailing

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requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 12 11
Critical L/C - RCDC 1 2 1
PtPrv (%) 0.569 1.012 1.012
Vu (kN) 51.3 40.87 54.22
Tu (kNm) 0.12 0.16 0.12
VTu (kN) 0.65 0.87 0.65
Vut (kN) 51.95 41.74 54.87
D+L 41.75 31.81 42.67
V (kN)
Mh (kNm) 47.18 77
Ms (kNm) 47.18 47.18
Sway-Right (kN) 6.68 80.24 91.1
Sway-Left (kN) 78.55 4.98 5.87
Vu-Sway (kN) 78.55 80.24 91.1
Vud (kN) 78.55 80.24 91.1
Tv (N/sqmm) 0.99 1.01 1.15
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 78.55 80.24 91.1
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 244.74 198.266 262.851
Asv Torsion Prv (sqmm) 1546.77 874.26 1546.77
Asv Reqd (sqmm/m) 820.94 838.64 952.1

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SvCalc (mm) 65 115 65

SvPrv (mm) 65 115 65
Asv Total Prv (sqmm) 1546.77 874.26 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm

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Web Depth = 300 <= 750 mm

Side Face Reinforcement not required.

Group : G7
Beam No : B26
Analysis Reference (Member) : 67 (0 m)
Beam Length : 5070 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 20 12
Critical L/C - RCDC 2 1 3 3 10 2
Mu (kNm) 12.97 30.36 10.72 62.06 2.06 56.2
Tu (kNm) 0.13 0 0 0 0 0
MTu (kNm) 0.15 0 0 0 0 0
Mud (kNm) 13.12 30.36 10.72 62.06 2.06 56.2

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MuLim (kNm) 84 84 84 84 84 84
R 0.623 1.441 0.509 2.946 0.098 2.667
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.506 0.352 0.506 0.779 0.263 0.694
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.569 0.569 0.569 1.012 0.569 1.012
Ast (sqmm) 209.01 279.88 209.01 619.18 209.01 551.61
AstDuctile (sqmm) (E) 402.12 201.06 402.12 201.06 201.06 201.06
AstFinal (Max(Ast, AstDuctile)) 402.12 279.88 402.12 619.18 209.01 551.61
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 804.24 452.4 804.24
Reinforcement Provided 4-T12 4-T12 4-T12 4-T16 4-T12 4-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

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Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.012 1.012 1.012
Vu (kN) 69.97 53.08 57.82
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 69.97 53.08 57.82
VD+L (kN) 54.94 38.48 47.29
Mh (kNm) 77 77
Ms (kNm) 47.18 47.18
Sway-Right (kN) 16.05 77.37 86.18
Sway-Left (kN) 93.83 0.41 8.4
Vu-Sway (kN) 93.83 77.37 86.18
Vud (kN) 93.83 77.37 86.18
Tv (N/sqmm) 1.18 0.97 1.08
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 93.83 77.37 86.18
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 980.69 839.52 900.74
SvCalc (mm) 65 115 65
SvPrv (mm) 65 115 65
Asv Total Prv (sqmm) 1546.77 874.26 1546.77

Maximum Spacing Criteria

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Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G7
Beam No : B27
Analysis Reference (Member) : 68 (0 m)
Beam Length : 2623 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm

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Effective Depth (d) : 265 mm

Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 13.13 10.46 15.73 28.34 9.86 23.93
Tu (kNm) 0.17 0.25 0.15 0.25 0.25 0.27
MTu (kNm) 0.2 0.29 0.17 0.29 0.29 0.32
Mud (kNm) 13.32 10.75 15.91 28.63 10.15 24.25
MuLim (kNm) 84 84 84 84 84 84
R 0.632 0.51 0.755 1.359 0.482 1.151
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.506 0.263 0.285 0.331 0.263 0.277
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.569 0.569 0.569 1.012 0.569 0.569
Ast (sqmm) 209.01 209.01 209.01 262.96 209.01 220.6
AstDuctile (sqmm) (E) 402.12 201.06 226.2 201.06 201.06 201.06
AstFinal (Max(Ast, AstDuctile)) 402.12 209.01 226.2 262.96 209.01 220.6
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 804.24 452.4 452.4

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Reinforcement Provided 4-T12 4-T12 4-T12 4-T16 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 1.012 0.569 0.569
Vu (kN) 31.58 24.57 25.39
Tu (kNm) 0.25 0.25 0.27
VTu (kN) 1.34 1.34 1.46
Vut (kN) 32.91 25.91 26.85
D+L 14.92 8.61 13.53
V (kN)
Mh (kNm) 77 47.18

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Ms (kNm) 47.18 47.18

Sway-Right (kN) 49.58 55.89 78.04
Sway-Left (kN) 99.81 93.5 72.24
Vu-Sway (kN) 99.81 93.5 78.04
Vud (kN) 99.81 93.5 78.04
Tv (N/sqmm) 1.26 1.18 0.98
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 99.81 93.5 78.04
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 162.157 126.618 131.546
Asv Torsion Prv (sqmm) 1546.77 1005.4 1546.77
Asv Reqd (sqmm/m) 1043.17 977.25 815.61
SvCalc (mm) 65 100 65
SvPrv (mm) 65 100 65
Asv Total Prv (sqmm) 1546.77 1005.4 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G8
Beam No : B28
Analysis Reference (Member) : 74 (0 m)
Beam Length : 3000 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 23 - 14 11
Critical L/C - RCDC 1 1 13 - 4 1
Mu (kNm) 13.21 16.05 0.31 - 4.7 32.48
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 13.21 16.05 0.31 0 4.7 32.48
MuLim (kNm) 84 84 84 84 84 84
R 0.627 0.762 0.015 0 0.223 1.542
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.378
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.427 0.427 0.427
Ast (sqmm) 209.01 209.01 209.01 209.01 209.01 300.79
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 209.01 209.01 209.01 209.01 209.01 300.8
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.427 0.427 0.427
Vu (kN) 20.91 34.17 42.56
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 20.91 34.17 42.56
D+L 7.19 36.87 43.59
V (kN)
Mh (kNm) 36.32 36.32
Ms (kNm) 36.32 36.32
Sway-Right (kN) 44.51 0.45 6.27
Sway-Left (kN) 30.12 74.18 80.9
Vu-Sway (kN) 44.51 74.18 80.9
Vud (kN) 44.51 74.18 80.9
Tv (N/sqmm) 0.56 0.93 1.02

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 44.51 74.18 80.9
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 465.18 775.36 845.56
SvCalc (mm) 65 125 65
SvPrv (mm) 65 125 65
Asv Total Prv (sqmm) 1546.77 804.32 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G9
Beam No : B29
Analysis Reference (Member) : 72 (0 m)
Beam Length : 2650 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 21 29 13 28
Critical L/C - RCDC 10 1 11 19 3 18

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Mu (kNm) 0.98 3.12 1.1 9.73 2.11 8.58

Tu (kNm) 0 0.11 0.14 0.17 0.17 0
MTu (kNm) 0 0.13 0.17 0.2 0.2 0
Mud (kNm) 0.98 3.25 1.27 9.93 2.3 8.58
MuLim (kNm) 84 84 84 84 84 84
R 0.046 0.154 0.06 0.471 0.109 0.407
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.427 0.427 0.427
Ast (sqmm) 209.01 209.01 209.01 209.01 209.01 209.01
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 209.01 209.01 209.01 209.01 209.01 209.01
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing

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Max(50% of Ast provided at top, 25% of max Ast

AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.427 0.427 0.427
Vu (kN) 14.86 9.43 13.9
Tu (kNm) 0.11 0.11 0.11
VTu (kN) 0.58 0.58 0.58
Vut (kN) 15.44 10 14.48
D+L 11.46 7.97 11.55
V (kN)
Mh (kNm) 36.32 36.32
Ms (kNm) 36.32 36.32
Sway-Right (kN) 31.82 51.25 54.82
Sway-Left (kN) 54.73 35.3 32.32
Vu-Sway (kN) 54.73 51.25 54.82
Vud (kN) 54.73 51.25 54.82
Tv (N/sqmm) 0.69 0.64 0.69
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 54.73 51.25 54.82
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 74.488 49.18 70.004
Asv Torsion Prv (sqmm) 1546.77 773.38 1546.77
Asv Reqd (sqmm/m) 571.99 535.61 573.01
SvCalc (mm) 65 130 65
SvPrv (mm) 65 130 65

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Asv Total Prv (sqmm) 1546.77 773.38 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

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Group : G10
Beam No : B30
Analysis Reference (Member) : 187 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 21 12
Critical L/C - RCDC 2 1 3 3 11 2
Mu (kNm) 12.68 18.26 12.89 47.18 6.84 47.22
Tu (kNm) 0.45 0 0 0 0 0
MTu (kNm) 0.53 0 0 0 0 0
Mud (kNm) 13.21 18.26 12.89 47.18 6.85 47.22
MuLim (kNm) 84 84 84 84 84 84
R 0.627 0.867 0.612 2.24 0.325 2.241

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.379 0.263 0.379 0.569 0.263 0.57
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.759 0.759 0.759
Ast (sqmm) 209.01 209.01 209.01 452.45 209.01 452.82
AstDuctile (sqmm) (E) 301.59 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 209.01 301.59 452.45 209.01 452.82
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 603.18 603.18
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 13 12 12

Critical L/C - RCDC 3 2 2
PtPrv (%) 0.759 0.759 0.759
Vu (kN) 68.68 43.41 70.06
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 68.68 43.41 70.06
D+L 50.89 29.64 53.14
V (kN)
Mh (kNm) 60.7 60.7
Ms (kNm) 36.32 36.32
Sway-Right (kN) 106.85 26.32 9.18
Sway-Left (kN) 5.07 85.61 109.11
Vu-Sway (kN) 106.85 85.61 109.11
Vud (kN) 106.85 85.61 109.11
Tv (N/sqmm) 1.34 1.08 1.37
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 106.85 85.61 109.11
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1116.81 894.72 1140.34
SvCalc (mm) 65 110 65
SvPrv (mm) 65 110 65
Asv Total Prv (sqmm) 1546.77 914 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm

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Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G10
Beam No : B31
Analysis Reference (Member) : 144,91 (0 m)
Beam Length : 3846 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 31 11 13 29 13 11
Critical L/C - RCDC 21 1 3 19 3 1
Mu (kNm) - 41.76 13.18 47.05 9.8 68.99
Tu (kNm) 6.8 11.61 8.77 5.46 5.1 11.61
MTu (kNm) 8 13.66 10.31 6.42 6 13.66
Mud (kNm) 8 55.42 23.49 53.48 15.8 82.65
MuLim (kNm) 84 84 84 84 84 84
R 0.38 2.63 1.115 2.538 0.75 3.923
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.379 0.683 0.593 0.656 0.296 1.107
Pcclc (%) (C) 0.089 0 0 0 0 0
PtPrv (%) 0.759 0.759 0.759 0.759 0.759 1.186
Ast (sqmm) 209.01 542.82 213.41 521.14 209.01 880.22
AstDuctile (sqmm) (E) 301.59 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 301.59 542.82 471.24 521.14 235.62 880.22
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 603.18 603.18 942.48
Reinforcement Provided 3-T16 3-T16 3-T16 3-T16 3-T16 3-T20

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.759 1.186 1.186
Vu (kN) 50.42 96.61 104.98
Tu (kNm) 6.69 11.61 11.61
VTu (kN) 35.7 61.92 61.92
Vut (kN) 86.12 158.53 166.91
D+L 34.45 71.41 78.1
V (kN)
Mh (kNm) 60.7 88.32
Ms (kNm) 60.7 60.7
Sway-Right (kN) 97.75 134.7 141.4

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Sway-Left (kN) 17.11 19.84 26.54

Vu-Sway (kN) 97.75 134.7 141.4
Vud (kN) 97.75 158.53 166.91
Tv (N/sqmm) 1.23 1.99 2.1
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 97.75 158.53 166.91
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 577.305 1044.71 1113.593
Asv Torsion Prv (sqmm) 2416.62 1745.33 2416.62
Asv Reqd (sqmm/m) 1021.67 1656.96 1744.45
SvCalc (mm) 65 90 65
SvPrv (mm) 65 90 65
Asv Total Prv (sqmm) 2416.62 1745.33 2416.62

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G10
Beam No : B32
Analysis Reference (Member) : 61,62 (0 m)
Beam Length : 3160 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm

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Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 13 13 13 12
Critical L/C - RCDC 10 3 3 3 3 2
Mu (kNm) 9.8 12.9 12.91 28.26 8.42 31.75
Tu (kNm) 0.41 1.11 1.11 1.11 1.11 0.79
MTu (kNm) 0.48 1.3 1.3 1.3 1.3 0.93
Mud (kNm) 10.28 14.21 14.21 29.57 9.72 32.68
MuLim (kNm) 84 84 84 84 84 84
R 0.488 0.674 0.674 1.403 0.461 1.551
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.593 0.296 0.296 0.342 0.296 0.381
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.759 0.759 0.759 1.186 0.427 0.427
Ast (sqmm) 209.01 209.01 209.01 272.07 209.01 302.79
AstDuctile (sqmm) (E) 471.24 235.62 235.62 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 235.62 235.62 272.07 235.62 302.79
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 942.48 339.3 339.3
Reinforcement Provided 3-T16 3-T16 3-T16 3-T20 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

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Maximum of % reinforcement required for

B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 1.186 0.427 0.427
Vu (kN) 28.52 22.2 35.19
Tu (kNm) 1.11 1.11 0.79
VTu (kN) 5.91 5.91 4.22
Vut (kN) 34.44 28.12 39.41
D+L 18.34 12.1 20.56
V (kN)
Mh (kNm) 88.32 36.32
Ms (kNm) 60.7 60.7
Sway-Right (kN) 34.71 40.95 73.62
Sway-Left (kN) 99.83 93.6 61.24
Vu-Sway (kN) 99.83 93.6 73.62
Vud (kN) 99.83 93.6 73.62
Tv (N/sqmm) 1.26 1.18 0.93
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0

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Vus=Vud-Vc (kN) 99.83 93.6 73.62

Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 195.467 161.219 206.59
Asv Torsion Prv (sqmm) 1546.77 1005.4 1546.77
Asv Reqd (sqmm/m) 1043.43 978.25 769.4
SvCalc (mm) 65 100 65
SvPrv (mm) 65 100 65
Asv Total Prv (sqmm) 1546.77 1005.4 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G11
Beam No : B33
Analysis Reference (Member) : 319 (0 m)
Beam Length : 2650 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right

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Critical L/C - Analysis 11 11 11 - - -

Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 1.74 2.33 1.75 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 1.75 2.33 1.75 0 0 0
MuLim (kNm) 84 84 84 84 84 84
R 0.083 0.11 0.083 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.427 0.427 0.427
Ast (sqmm) 209.01 209.01 209.01 209.01 209.01 209.01
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 209.01 209.01 209.01 209.01 209.01 209.01
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
E = AstDuctile = Area of reinforcement as per ductile detailing

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requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.427 0.427 0.427
Vu (kN) 3.51 1.76 3.51
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 3.51 1.76 3.51
D+L 2.81 1.41 2.81
V (kN)
Mh (kNm) 36.32 36.32
Ms (kNm) 36.32 36.32
Sway-Right (kN) 39.56 43.77 45.18
Sway-Left (kN) 45.18 40.96 40.03
Vu-Sway (kN) 45.18 43.77 45.18
Vud (kN) 45.18 43.77 45.18
Tv (N/sqmm) 0.57 0.55 0.57
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 45.18 43.77 45.18
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 472.21 457.52 472.21

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SvCalc (mm) 65 130 65

SvPrv (mm) 65 130 65
Asv Total Prv (sqmm) 1546.77 773.38 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

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Group : G12
Beam No : B34
Analysis Reference (Member) : 186 (0 m)
Beam Length : 2952 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 21 12
Critical L/C - RCDC 2 1 3 3 11 2
Mu (kNm) 12.13 16.91 12.62 46.66 6.97 45.69
Tu (kNm) 0.34 0.29 0.2 0.2 0 0.34
MTu (kNm) 0.43 0.37 0.26 0.26 0 0.43
Mud (kNm) 12.55 17.28 12.87 46.92 6.97 46.12
MuLim (kNm) 186 186 186 186 186 186
R 0.269 0.371 0.276 1.006 0.149 0.989
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.492 0.263 0.263 0.263

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Pcclc (%) (C) 0 0 0 0 0 0

PtPrv (%) 0.266 0.266 0.62 0.354 0.354 0.984
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 314.16 314.16 628.32 314.16 314.16 314.16
AstFinal (Max(Ast, AstDuctile)) 317.46 317.46 628.32 327.52 317.46 321.63
(sqmm)
AstPrv (sqmm) 339.3 339.3 791.7 452.4 452.4 1256.64
3-T12 3-T12 5-T12 4-T12 4-T12 4-T20
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2

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PtPrv (%) 0.354 0.266 0.984

Vu (kN) 67.51 33.41 66.65
Tu (kNm) 0.2 0.2 0.34
VTu (kN) 0.93 0.93 1.55
Vut (kN) 68.43 34.34 68.2
D+L 50.21 20.69 47.98
V (kN)
Mh (kNm) 67.57 166.65
Ms (kNm) 51.48 112.65
Sway-Right (kN) 181.44 151.92 89.55
Sway-Left (kN) 58.22 87.74 156.41
Vu-Sway (kN) 181.44 151.92 156.41
Vud (kN) 181.44 151.92 156.41
Tv (N/sqmm) 1.42 1.19 1.22
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 181.44 151.92 156.41
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 227.046 115.293 233.895
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1389.56 1152.82 1203.4
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

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For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G12
Beam No : B35
Analysis Reference (Member) : 143,90,58 (0 m)
Beam Length : 6903 mm
Breadth (B) : 350 mm

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Depth (D) : 400 mm

Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 11 11
Critical L/C - RCDC 1 1 1 1 1 1
Mu (kNm) 1.7 86.61 - 116.06 8.89 57.71
Tu (kNm) 15.18 15.18 9.89 15.18 9.89 9.89
MTu (kNm) 19.14 19.14 12.46 19.14 12.46 12.46
Mud (kNm) 20.84 105.75 12.46 135.19 21.35 70.17
MuLim (kNm) 186 186 186 186 186 186
R 0.447 2.268 0.267 2.899 0.458 1.505
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.492 0.62 0.266 0.826 0.263 0.393
Pcclc (%) (C) 0.087 0 0.062 0 0.018 0
PtPrv (%) 0.62 0.62 0.443 0.984 0.354 0.531
Ast (sqmm) 335.86 737.3 335.86 976.51 335.86 471.03
AstDuctile (sqmm) (E) 628.32 314.16 339.3 314.16 314.16 314.16
628.32 791.54 339.3 1055.34 317.46 502.6
AstFinal (Max(Ast, AstDuctile))

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(sqmm)
AstPrv (sqmm) 791.7 791.7 565.5 1256.64 452.4 678.6
5-T12 5-T12 5-T12 4-T20 4-T12 4-T12
Reinforcement Provided
2-T12 2-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.984 0.984 0.531
Vu (kN) 94.87 84.19 40.55
Tu (kNm) 15.18 15.18 9.89
VTu (kN) 69.4 69.4 45.19

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Vut (kN) 164.27 153.59 85.74

D+L 83.39 74.84 39.94
V (kN)
Mh (kNm) 166.65 98.16
Ms (kNm) 112.65 83.13
Sway-Right (kN) 130.78 122.23 87.33
Sway-Left (kN) 27.24 18.7 17.8
Vu-Sway (kN) 130.78 122.23 87.33
Vud (kN) 164.27 153.59 87.33
Tv (N/sqmm) 1.02 1.2 0.68
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 164.27 153.59 87.33
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 773.561 707.892 414.192
Asv Torsion Prv (sqmm) 1436.29 1256.75 1436.29
Asv Reqd (sqmm/m) 1318.79 1233.02 688.36
SvCalc (mm) 70 80 70
SvPrv (mm) 70 80 70
Asv Total Prv (sqmm) 1436.29 1256.75 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

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For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G12
Beam No : B36
Analysis Reference (Member) : 48 (0 m)
Beam Length : 5050 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam

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Grade Of Concrete (Fck) : M30 N/sqmm

Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 21 12
Critical L/C - RCDC 2 1 3 3 11 2
Mu (kNm) 8.62 24.55 11.74 46.82 3.59 54.16
Tu (kNm) 0.49 0.1 0.13 0.13 0 0
MTu (kNm) 0.62 0.13 0.16 0.16 0 0
Mud (kNm) 9.24 24.68 11.9 46.98 3.59 54.16
MuLim (kNm) 186 186 186 186 186 186
R 0.198 0.529 0.255 1.008 0.077 1.161
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.266 0.263 0.266 0.263 0.263 0.298
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.354 0.354 0.354 0.531 0.354 0.531
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 357.89
AstDuctile (sqmm) (E) 339.3 169.65 339.3 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 339.3 317.46 339.3 327.99 317.46 381.01
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 678.6 452.4 678.6
4-T12 4-T12 4-T12 4-T12 4-T12 4-T12
Reinforcement Provided
2-T12 2-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.531 0.531 0.531
Vu (kN) 44.75 44.78 61.85
Tu (kNm) 0.1 0.1 0.1
VTu (kN) 0.48 0.48 0.48
Vut (kN) 45.23 45.26 62.33
D+L 37.05 34.58 48.24
V (kN)
Mh (kNm) 98.16 98.16
Ms (kNm) 67.57 67.57
Sway-Right (kN) 15.09 86.72 100.37

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Sway-Left (kN) 89.18 17.56 13.57

Vu-Sway (kN) 89.18 86.72 100.37
Vud (kN) 89.18 86.72 100.37
Tv (N/sqmm) 0.7 0.68 0.79
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 89.18 86.72 100.37
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 149.664 149.78 205.718
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 691.13 671.36 780.97
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G12
Beam No : B37
Analysis Reference (Member) : 49 (0 m)
Beam Length : 5070 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm

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Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 20 12
Critical L/C - RCDC 2 1 3 3 10 2
Mu (kNm) 13.04 31.45 11.28 65.26 1.88 57.78
Tu (kNm) 0.36 0 0 0 0 0
MTu (kNm) 0.46 0 0 0 0 0
Mud (kNm) 13.5 31.45 11.28 65.26 1.88 57.78
MuLim (kNm) 186 186 186 186 186 186
R 0.289 0.674 0.242 1.4 0.04 1.239
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.266 0.263 0.263 0.364 0.263 0.319
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.354 0.354 0.354 0.531 0.354 0.354
Ast (sqmm) 335.86 335.86 335.86 435.97 335.86 383.19
AstDuctile (sqmm) (E) 339.3 169.65 226.2 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 339.3 317.46 317.46 464.85 317.46 408.14
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 678.6 452.4 452.4
4-T12 4-T12 4-T12 4-T12 4-T12 4-T12
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,

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A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.531 0.531 0.354
Vu (kN) 73.2 55.68 59.61
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 73.2 55.67 59.61
D+L 57.16 43.15 49.08
V (kN)
Mh (kNm) 98.16 67.57
Ms (kNm) 67.57 67.57
Sway-Right (kN) 14.84 0.82 91.41
Sway-Left (kN) 109.07 95.05 7.9
Vu-Sway (kN) 109.07 95.05 91.41
Vud (kN) 109.07 95.05 91.41
Tv (N/sqmm) 0.85 0.74 0.72
Tc (N/sqmm) 0 0 0

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Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 109.07 95.05 91.41
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 850.88 738.36 714.03
SvCalc (mm) 70 135 70
SvPrv (mm) 70 135 70
Asv Total Prv (sqmm) 1436.29 744.74 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

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Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G12
Beam No : B38
Analysis Reference (Member) : 50 (0 m)
Beam Length : 2623 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 12.88 10.98 16.52 30.04 10.67 23.55

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Tu (kNm) 1.06 1.67 0.98 1.67 1.67 1.74

MTu (kNm) 1.33 2.1 1.24 2.1 2.1 2.19
Mud (kNm) 14.21 13.08 17.76 32.14 12.77 25.74
MuLim (kNm) 186 186 186 186 186 186
R 0.305 0.28 0.381 0.689 0.274 0.552
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.266 0.266 0.266 0.354 0.354 0.354
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 282.75 141.38 226.2 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 317.46 317.46 317.46 317.46 317.46 317.46
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)

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AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.354 0.354 0.354
Vu (kN) 33.1 18.57 25.2
Tu (kNm) 1.66 1.74 1.74
VTu (kN) 7.61 7.94 7.94
Vut (kN) 40.71 26.51 33.14
D+L 15.06 7.26 13.95
V (kN)
Mh (kNm) 67.57 67.57
Ms (kNm) 51.48 51.48
Sway-Right (kN) 67.32 89.65 96.33
Sway-Left (kN) 97.44 75.12 69.33
Vu-Sway (kN) 97.44 89.65 96.33
Vud (kN) 97.44 89.65 96.33
Tv (N/sqmm) 0.76 0.7 0.75
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 97.44 89.65 96.33
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 155.853 110.294 132.023
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 744.03 681.43 735.08
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

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Group : G12
Beam No : B39
Analysis Reference (Member) : 51 (0 m)
Beam Length : 3000 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 12 21 13 13 12
Critical L/C - RCDC 10 2 11 3 3 2
Mu (kNm) 11.21 9.04 10.44 24.01 7.74 21.2
Tu (kNm) 0.86 1.44 0.88 1.46 1.46 1.44
MTu (kNm) 1.09 1.82 1.1 1.83 1.83 1.82
Mud (kNm) 12.29 10.85 11.54 25.84 9.58 23.02
MuLim (kNm) 186 186 186 186 186 186
R 0.264 0.233 0.248 0.554 0.205 0.494
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

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Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263

Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.266 0.266 0.266 0.354 0.354 0.354
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 282.75 141.38 226.2 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 317.46 317.46 317.46 317.46 317.46 317.46
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12

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Critical L/C - RCDC 3 2 2

PtPrv (%) 0.354 0.354 0.354
Vu (kN) 23.43 16.47 22.58
Tu (kNm) 1.46 1.44 1.44
VTu (kN) 6.65 6.58 6.58
Vut (kN) 30.08 23.05 29.16
D+L 14.25 7.92 14.4
V (kN)
Mh (kNm) 67.57 67.57
Ms (kNm) 51.48 51.48
Sway-Right (kN) 51.11 73.28 79.76
Sway-Left (kN) 79.61 57.43 51.66
Vu-Sway (kN) 79.61 73.28 79.76
Vud (kN) 79.61 73.28 79.76
Tv (N/sqmm) 0.62 0.57 0.62
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 79.61 73.28 79.76
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 118.197 94.948 114.987
Asv Torsion Prv (sqmm) 1436.29 591.41 1436.29
Asv Reqd (sqmm/m) 608.75 557.96 609.93
SvCalc (mm) 70 170 70
SvPrv (mm) 70 170 70
Asv Total Prv (sqmm) 1436.29 591.41 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

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For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G12
Beam No : B40
Analysis Reference (Member) : 52 (0 m)
Beam Length : 2650 mm

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Breadth (B) : 350 mm

Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 13.04 8.67 15.34 17.7 7.74 16.14
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 13.04 8.67 15.34 17.7 7.75 16.14
MuLim (kNm) 186 186 186 186 186 186
R 0.28 0.186 0.329 0.38 0.166 0.346
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.266 0.266 0.266 0.354 0.354 0.354
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 282.75 141.38 226.2 141.38 141.38 141.38

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AstFinal (Max(Ast, AstDuctile)) 317.46 317.46 317.46 317.46 317.46 317.46

(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.354 0.354 0.354
Vu (kN) 15.91 11.75 14.09
Tu (kNm) 0 0 0
VTu (kN) 0 0 0

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Vut (kN) 15.91 11.75 14.09

D+L 2.7 1.05 2.92
V (kN)
Mh (kNm) 67.57 67.57
Ms (kNm) 51.48 51.48
Sway-Right (kN) 68.22 71.97 73.84
Sway-Left (kN) 73.62 69.87 68.47
Vu-Sway (kN) 73.62 71.97 73.84
Vud (kN) 73.62 71.97 73.84
Tv (N/sqmm) 0.58 0.56 0.58
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 73.62 71.97 73.84
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 558.64 546.12 560.33
SvCalc (mm) 70 170 70
SvPrv (mm) 70 170 70
Asv Total Prv (sqmm) 1436.29 591.41 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G13
Beam No : B41
Analysis Reference (Member) : 185 (0 m)
Beam Length : 2952 mm
Breadth (B) : 250 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm

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Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 - - - 11
Critical L/C - RCDC 1 1 - - - 1
Mu (kNm) 23.84 37.11 - - - 42.97
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 23.84 37.11 0 0 0 42.97
MuLim (kNm) 70 70 70 70 70 70
R 1.358 2.114 0 0 0 2.448
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.33 0.534 0.2 0.2 0.2 0.629
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.91 0.91 0.91 0.228 0.228 0.91
AstCalc (sqmm) 218.93 353.54 132.5 132.5 132.5 416.65
AstPrv (sqmm) 603.18 603.18 603.18 150.81 150.81 603.18
Reinforcement Provided 3-T16 3-T16 3-T16 3-T8 3-T8 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement

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C = Pcclc = % area of compression reinforcement required

D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.91 0.91 0.91
Vu (kN) 57.28 41.75 82.36
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 57.28 41.75 82.36
Tv (N/sqmm) 0.86 0.63 1.24
Tc (N/sqmm) 0.63 0.63 0.63
Vc (kN) 41.9 41.9 41.9
Vus=Vut-Vc (kN) 15.38 0 40.46
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 276.97 276.97 422.89
SvCalc (mm) 195 195 195
SvPrv (mm) 195 195 195
Asv Total Prv (sqmm) 515.59 515.59 515.59

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

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SFR Design

Beam Width = 250 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G14
Beam No : B42
Analysis Reference (Member) : 142,39,309 (0 m)
Beam Length : 7722 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 11 11
Critical L/C - RCDC 1 1 1 1 1 1

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Mu (kNm) 2.44 84.91 52.32 61.28 19.17 161.44

Tu (kNm) 12.1 1.8 1.8 12.1 1.8 1.8
MTu (kNm) 15.42 2.3 2.3 15.42 2.3 2.3
Mud (kNm) 17.86 87.21 54.61 76.7 21.47 163.74
MuLim (kNm) 119 119 119 119 119 119
R 0.6 2.93 1.835 2.577 0.721 5.501
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.499 0.774 0.779 0.667 0.39 1.523
Pcclc (%) (C) 0.102 0 0 0 0 0.43
PtPrv (%) 0.851 0.851 0.851 0.997 0.638 1.558
Ast (sqmm) 248.45 731.24 431.58 630.12 248.45 1438.84
AstDuctile (sqmm) (E) 471.24 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 471.24 731.24 736.3 630.12 368.15 1438.84
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 942.48 603.18 1472.61
Reinforcement Provided 4-T16 4-T16 4-T16 3-T20 3-T16 3-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing

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Max(50% of Ast provided at top, 25% of max Ast

AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.997 1.558 1.558
Vu (kN) 56.41 103.42 117.04
Tu (kNm) 12.1 1.8 1.8
VTu (kN) 64.52 9.61 9.61
Vut (kN) 120.93 113.04 126.65
D+L 34.15 71.76 82.65
V (kN)
Mh (kNm) 107.57 167.85
Ms (kNm) 94.49 94.49
Sway-Right (kN) 84.48 122.09 132.99
Sway-Left (kN) 4.62 32.99 43.88
Vu-Sway (kN) 84.48 122.09 132.99
Vud (kN) 120.93 122.09 132.99
Tv (N/sqmm) 0.89 1.29 1.41
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 120.93 122.09 132.99
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 743.46 478.571 552.202
Asv Torsion Prv (sqmm) 1340.53 1117.11 1340.53
Asv Reqd (sqmm/m) 1063.28 1073.51 1169.3
SvCalc (mm) 75 90 75
SvPrv (mm) 75 90 75

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Asv Total Prv (sqmm) 1340.53 1117.11 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G14
Beam No : B43
Analysis Reference (Member) : 40,312 (0 m)
Beam Length : 5050 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 13 11
Critical L/C - RCDC 1 1 1 1 3 1
Mu (kNm) 21.27 81.95 22.58 108.74 16.08 105.61
Tu (kNm) 0.24 0.15 0.15 0.15 0.15 0.15
MTu (kNm) 0.31 0.19 0.19 0.19 0.19 0.19
Mud (kNm) 21.58 82.14 22.76 108.93 16.27 105.8
MuLim (kNm) 119 119 119 119 119 119
R 0.725 2.759 0.765 3.659 0.546 3.554

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.779 0.722 0.779 1.013 0.39 0.977
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.851 0.851 0.851 1.558 0.638 1.558
Ast (sqmm) 248.45 681.82 248.45 957.48 248.45 923.19
AstDuctile (sqmm) (E) 736.3 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 681.82 736.3 957.48 368.15 923.19
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1472.61 603.18 1472.61
Reinforcement Provided 4-T16 4-T16 4-T16 3-T25 3-T16 3-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 11 11 11

Critical L/C - RCDC 1 1 1
PtPrv (%) 1.558 1.558 1.558
Vu (kN) 99.01 91.21 97.77
Tu (kNm) 0.15 0.15 0.15
VTu (kN) 0.78 0.78 0.78
Vut (kN) 99.8 92 98.56
D+L 78.65 73.53 78.78
V (kN)
Mh (kNm) 167.85 167.85
Ms (kNm) 94.49 94.49
Sway-Right (kN) 3.89 156.07 161.32
Sway-Left (kN) 161.18 9 4.63
Vu-Sway (kN) 161.18 156.07 161.32
Vud (kN) 161.18 156.07 161.32
Tv (N/sqmm) 1.71 1.65 1.71
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 161.18 156.07 161.32
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 405.476 361.956 400.477
Asv Torsion Prv (sqmm) 2094.4 1428 2094.4
Asv Reqd (sqmm/m) 1417.24 1372.28 1418.41
SvCalc (mm) 75 110 75
SvPrv (mm) 75 110 75
Asv Total Prv (sqmm) 2094.4 1428 2094.4

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm

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Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G14
Beam No : B44
Analysis Reference (Member) : 41,315 (0 m)

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Beam Length : 5070 mm

Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 27 11 12 11
Critical L/C - RCDC 1 1 17 1 2 1
Mu (kNm) 21.75 83.17 - 109.3 13.57 105.06
Tu (kNm) 0.43 0 0.43 0 0 0
MTu (kNm) 0.55 0 0.55 0 0 0
Mud (kNm) 22.3 83.17 0.55 109.31 13.57 105.06
MuLim (kNm) 119 119 119 119 119 119
R 0.749 2.794 0.019 3.672 0.456 3.529
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.779 0.732 0.499 1.018 0.39 0.968
Pcclc (%) (C) 0 0 0.004 0 0 0
PtPrv (%) 0.851 0.851 0.851 1.558 0.638 0.997
Ast (sqmm) 248.45 691.83 248.45 961.6 248.45 915.14

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AstDuctile (sqmm) (E) 736.3 368.15 471.24 368.15 368.15 368.15

AstFinal (Max(Ast, AstDuctile)) 736.3 691.83 471.24 961.6 368.15 915.14
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1472.61 603.18 942.48
Reinforcement Provided 4-T16 4-T16 4-T16 3-T25 3-T16 3-T20

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.558 1.558 0.997
Vu (kN) 99.72 88.9 97.75
Tu (kNm) 0 0 0

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VTu (kN) 0 0 0
Vut (kN) 99.72 88.9 97.75
D+L 79.02 70.36 78.96
V (kN)
Mh (kNm) 167.85 107.57
Ms (kNm) 94.49 94.49
Sway-Right (kN) 15.73 7.07 142.25
Sway-Left (kN) 161.18 152.52 4.09
Vu-Sway (kN) 161.18 152.52 142.25
Vud (kN) 161.18 152.52 142.25
Tv (N/sqmm) 1.71 1.61 1.51
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 161.18 152.52 142.25
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1417.23 1341.08 1250.74
SvCalc (mm) 75 115 75
SvPrv (mm) 75 115 75
Asv Total Prv (sqmm) 2094.4 1365.91 2094.4

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm

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Spc6 = 6 x Small Longitudinal Dia = 95 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G14
Beam No : B45
Analysis Reference (Member) : 42 (0 m)
Beam Length : 2623 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 13.71 12.14 17.01 32.96 11.53 27.58
Tu (kNm) 0.1 0 0 0 0 0.13
MTu (kNm) 0.13 0 0 0 0 0.16
Mud (kNm) 13.84 12.14 17.01 32.96 11.53 27.74
MuLim (kNm) 119 119 119 119 119 119
R 0.465 0.408 0.571 1.107 0.387 0.932
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.499 0.263 0.263 0.266 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.638 0.638 0.638 0.997 0.359 0.359
Ast (sqmm) 248.45 248.45 248.45 251.81 248.45 248.45
AstDuctile (sqmm) (E) 471.24 235.62 235.62 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 248.45 248.45 251.81 248.45 248.45
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 942.48 339.3 339.3
Reinforcement Provided 3-T16 3-T16 3-T16 3-T20 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 0.997 0.359 0.359
Vu (kN) 34.7 26.71 22.58
Tu (kNm) 0 0 0.13
VTu (kN) 0 0 0.69
Vut (kN) 34.69 26.71 23.26
D+L 18.73 9.75 10.97
V (kN)
Mh (kNm) 107.57 43.7
Ms (kNm) 73.81 73.81
Sway-Right (kN) 62.6 71.57 92.3
Sway-Left (kN) 144.25 135.28 114.55
Vu-Sway (kN) 144.25 135.28 114.55
Vud (kN) 144.25 135.28 114.55
Tv (N/sqmm) 1.53 1.43 1.21

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 144.25 135.28 114.55
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 93.454
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 1268.37 1189.47 1007.22
SvCalc (mm) 75 80 80
SvPrv (mm) 75 80 70
Asv Total Prv (sqmm) 1340.53 1256.75 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

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Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G15
Beam No : B46
Analysis Reference (Member) : 57 (0 m)
Beam Length : 3000 mm
Breadth (B) : 250 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 21 - 12 28
Critical L/C - RCDC 1 1 11 - 2 18
Mu (kNm) 12.32 21.3 3 - 6.56 34.14
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 12.32 21.31 3 0 6.56 34.14
MuLim (kNm) 70 70 70 70 70 70
R 0.702 1.214 0.171 0 0.374 1.945
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.2 0.293 0.2 0.2 0.2 0.487
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.356 0.356 0.356 0.228 0.228 0.512
AstCalc (sqmm) 132.5 194.37 132.5 132.5 132.5 322.43
AstPrv (sqmm) 235.62 235.62 235.62 150.81 150.81 339.3
Reinforcement Provided 3-T10 3-T10 3-T10 3-T8 3-T8 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

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Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.356 0.356 0.512
Vu (kN) 26.52 33.22 49.14
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 26.52 33.22 49.14
Tv (N/sqmm) 0.4 0.5 0.74
Tc (N/sqmm) 0.43 0.43 0.5
Vc (kN) 28.49 28.49 33.24
Vus=Vut-Vc (kN) 0 4.73 15.9
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 276.97 276.97 276.97
SvCalc (mm) 195 195 195
SvPrv (mm) 195 195 195
Asv Total Prv (sqmm) 515.59 515.59 515.59

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

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Beam Depth = 300 mm

Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G16
Beam No : B47
Analysis Reference (Member) : 55 (0 m)
Beam Length : 2650 mm
Breadth (B) : 250 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 14.43 10.74 17.64 25.62 10.36 21.89
Tu (kNm) 0.33 0.54 0.33 0.54 0.54 0.55
MTu (kNm) 0.43 0.7 0.42 0.7 0.7 0.71

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Mud (kNm) 14.86 11.44 18.06 26.33 11.07 22.6

MuLim (kNm) 70 70 70 70 70 70
R 0.846 0.652 1.029 1.5 0.63 1.287
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.367 0.263 0.312
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.512 0.512 0.512 0.512 0.512 0.512
Ast (sqmm) 174.18 174.18 174.18 243.36 174.18 206.88
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 174.18 174.18 174.18 243.36 174.18 206.88
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

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Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.512 0.512 0.512
Vu (kN) 25.41 17.39 22.13
Tu (kNm) 0.54 0.55 0.55
VTu (kN) 3.48 3.52 3.52
Vut (kN) 28.89 20.91 25.65
VD+L (kN) 7.33 4.04 7.83
Mh (kNm) 35.76 35.76
Ms (kNm) 35.76 35.76
Sway-Right (kN) 35.27 46.65 50.44
Sway-Left (kN) 49.94 38.56 36.04
Vu-Sway (kN) 49.94 46.65 50.44
Vud (kN) 49.94 46.65 50.44
Tv (N/sqmm) 0.75 0.7 0.76
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 49.94 46.65 50.44
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 151.959 115.026 137.087
Asv Torsion Prv (sqmm) 1546.77 773.38 1546.77
Asv Reqd (sqmm/m) 521.93 487.53 527.16
SvCalc (mm) 65 130 65
SvPrv (mm) 65 130 65
Asv Total Prv (sqmm) 1546.77 773.38 1546.77

Maximum Spacing Criteria

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Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 260)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 115 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G17

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Beam No : B48
Analysis Reference (Member) : 184 (0 m)
Beam Length : 2952 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 21 12
Critical L/C - RCDC 2 1 3 3 11 2
Mu (kNm) 13.28 23.06 14.06 55.73 6.34 52.85
Tu (kNm) 0.17 0.23 0.21 0.21 0.13 0.17
MTu (kNm) 0.22 0.29 0.26 0.26 0.16 0.22
Mud (kNm) 13.5 23.35 14.32 55.99 6.5 53.07
MuLim (kNm) 186 186 186 186 186 186
R 0.29 0.501 0.307 1.201 0.139 1.138
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.29 0.263 0.274
Pcclc (%) (C) 0 0 0 0 0 0

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PtPrv (%) 0.266 0.266 0.266 0.443 0.443 0.443

Ast (sqmm) 335.86 335.86 335.86 370.65 335.86 350.36
AstDuctile (sqmm) (E) 282.75 141.38 282.75 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 335.86 335.86 335.86 370.65 335.86 350.36
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 565.5 565.5 565.5
Reinforcement Provided 3-T12 3-T12 3-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 13 11
Critical L/C - RCDC 1 3 1
PtPrv (%) 0.443 0.266 0.443

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Vu (kN) 88.24 35.38 80.19

Tu (kNm) 0.23 0.21 0.23
VTu (kN) 1.05 0.94 1.05
Vut (kN) 89.29 36.32 81.24
D+L 72.29 23.22 62.44
V (kN)
Mh (kNm) 83.13 83.13
Ms (kNm) 51.48 51.48
Sway-Right (kN) 158.86 63.34 31.39
Sway-Left (kN) 14.27 109.78 149.01
Vu-Sway (kN) 158.86 109.78 149.01
Vud (kN) 158.86 109.78 149.01
Tv (N/sqmm) 1.24 0.86 1.17
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 158.86 109.78 149.01
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 295.753 121.83 269.372
Asv Torsion Prv (sqmm) 1436.29 874.26 1436.29
Asv Reqd (sqmm/m) 1205.45 838.7 1130.68
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion

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(X1 = 310, Y1 = 360)

Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G17
Beam No : B49
Analysis Reference (Member) : 141 (0 m)
Beam Length : 2700 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm

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Effective Depth (d) : 365 mm

Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 12 21 13 21 12
Critical L/C - RCDC 2 2 11 3 11 2
Mu (kNm) 11.49 11.49 11.02 34.5 9.17 31.56
Tu (kNm) 0.3 0.3 0 0.19 0 0.3
MTu (kNm) 0.38 0.38 0 0.24 0 0.38
Mud (kNm) 11.87 11.87 11.02 34.74 9.17 31.94
MuLim (kNm) 186 186 186 186 186 186
R 0.255 0.255 0.236 0.745 0.197 0.685
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.266 0.266 0.266 0.443 0.443 0.443
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 282.75 141.38 282.75 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 335.86 335.86 335.86 335.86 335.86 335.86
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 565.5 565.5 565.5

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Reinforcement Provided 3-T12 3-T12 3-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 29 13 28
Critical L/C - RCDC 19 3 18
PtPrv (%) 0.443 0.443 0.443
Vu (kN) 46.68 25.07 40.9
Tu (kNm) 0.18 0.19 0.27
VTu (kN) 0.84 0.87 1.24
Vut (kN) 47.51 25.95 42.14
D+L 36.62 12.14 28.27
V (kN)
Mh (kNm) 83.13 83.13

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Ms (kNm) 51.48 51.48

Sway-Right (kN) 133.26 84.5 70.09
Sway-Left (kN) 60.02 108.78 124.91
Vu-Sway (kN) 133.26 108.78 124.91
Vud (kN) 133.26 108.78 124.91
Tv (N/sqmm) 1.04 0.85 0.98
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 133.26 108.78 124.91
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 158.201 87.624 141.758
Asv Torsion Prv (sqmm) 1436.29 874.26 1436.29
Asv Reqd (sqmm/m) 1011.22 842.86 947.84
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G17
Beam No : B50
Analysis Reference (Member) : 32 (0 m)
Beam Length : 1500 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 22.72 15.24 27.79 36.39 15.77 31.42
Tu (kNm) 0.97 1.85 1.15 1.85 1.85 1.68
MTu (kNm) 1.22 2.34 1.45 2.34 2.34 2.11
Mud (kNm) 23.94 17.58 29.24 38.73 18.1 33.54
MuLim (kNm) 186 186 186 186 186 186
R 0.513 0.377 0.627 0.831 0.388 0.719
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.393 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.266 0.266 0.443 0.443 0.443 0.787
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 282.75 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 335.86 335.86 502.65 335.86 335.86 335.86
(sqmm)
AstPrv (sqmm) 339.3 339.3 565.5 565.5 565.5 1005.3
Reinforcement Provided 3-T12 3-T12 5-T12 5-T12 5-T12 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 12 12
Critical L/C - RCDC 3 2 2
PtPrv (%) 0.266 0.787 0.787
Vu (kN) 42.16 - 46.31
Tu (kNm) 1.85 - 1.68
VTu (kN) 8.47 - 7.67
Vut (kN) 50.63 - 53.98
D+L 2.34 0 18.41
V (kN)
Mh (kNm) 83.13 138.58
Ms (kNm) 51.48 83.13
Sway-Right (kN) 315.37 0 331.43
Sway-Left (kN) 271.5 0 256.19
Vu-Sway (kN) 315.37 0 331.43
Vud (kN) 315.37 - 331.43
Tv (N/sqmm) 2.47 - 2.59

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Tc (N/sqmm) 0 - 0
Vc (kN) 0 - 0
Vus=Vud-Vc (kN) 315.37 - 331.43
Legs 2 - 2
Stirrup Rebar 12 - 12
Asv Torsion (sqmm) 190.931 - 199.531
Asv Torsion Prv (sqmm) 3231.43 - 3231.43
Asv Reqd (sqmm/m) 2403.07 - 2514.99
SvCalc (mm) 70 - 70
SvPrv (mm) 70 - 70
Asv Total Prv (sqmm) 3231.43 - 3231.43

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Right Section
Spc5 = d / 4 = 91 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G17
Beam No : B51
Analysis Reference (Member) : 19,308 (0 m)
Beam Length : 5022 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top

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Left Mid Right Left Mid Right

Critical L/C - Analysis 11 11 11 11 13 11
Critical L/C - RCDC 1 1 1 1 3 1
Mu (kNm) - 93.76 - 120.78 14.59 123.19
Tu (kNm) 1.26 1.26 1.26 1.26 0.95 1.26
MTu (kNm) 1.59 1.59 1.59 1.59 1.2 1.59
Mud (kNm) 1.59 95.35 1.59 122.37 15.78 124.77
MuLim (kNm) 186 186 186 186 186 186
R 0.034 2.045 0.034 2.624 0.338 2.676
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.393 0.514 0.393 0.681 0.263 0.696
Pcclc (%) (C) 0.008 0 0.008 0 0 0
PtPrv (%) 0.63 0.63 0.63 0.787 0.443 0.787
Ast (sqmm) 335.86 657.19 335.86 869.94 335.86 889.63
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 502.65 657.19 502.65 869.94 335.86 889.63
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1005.3 565.5 1005.3
Reinforcement Provided 4-T16 4-T16 4-T16 5-T16 5-T12 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

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Area of reinforcement as per ductile detailing

E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.787 0.787 0.787
Vu (kN) 111.36 104.78 112.73
Tu (kNm) 1.26 1.26 1.26
VTu (kN) 5.76 5.76 5.76
Vut (kN) 117.12 110.54 118.49
D+L 89.52 80.63 89.75
V (kN)
Mh (kNm) 138.58 138.58
Ms (kNm) 114.23 114.23
Sway-Right (kN) 9.49 160.67 169.79
Sway-Left (kN) 169.56 0.59 9.71
Vu-Sway (kN) 169.56 160.67 169.79
Vud (kN) 169.56 160.67 169.79
Tv (N/sqmm) 1.33 1.26 1.33
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 169.56 160.67 169.79
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 406.193 384.368 410.743
Asv Torsion Prv (sqmm) 1340.53 1256.75 1340.53

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Asv Reqd (sqmm/m) 1286.67 1246.72 1288.39

SvCalc (mm) 75 80 75
SvPrv (mm) 75 80 75
Asv Total Prv (sqmm) 1340.53 1256.75 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

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Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G17
Beam No : B52
Analysis Reference (Member) : 20,311 (0 m)
Beam Length : 5050 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 21 11 13 11
Critical L/C - RCDC 10 1 11 1 3 1
Mu (kNm) 0.4 94.11 0.82 124.76 16.15 123.32
Tu (kNm) 0.29 0 0 0 0 0

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MTu (kNm) 0.36 0 0 0 0 0

Mud (kNm) 0.76 94.11 0.82 124.76 16.15 123.33
MuLim (kNm) 186 186 186 186 186 186
R 0.016 2.018 0.018 2.676 0.346 2.645
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.393 0.507 0.393 0.696 0.263 0.687
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.63 0.63 0.63 0.787 0.443 0.787
Ast (sqmm) 335.86 647.71 335.86 889.53 335.86 877.75
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 502.65 647.71 502.65 889.53 335.86 877.75
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1005.3 565.5 1005.3
Reinforcement Provided 4-T16 4-T16 4-T16 5-T16 5-T12 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

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Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.787 0.787 0.787
Vu (kN) 113.07 105.9 112.5
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 113.07 105.9 112.5
D+L 90.2 84.98 90.26
V (kN)
Mh (kNm) 138.58 138.58
Ms (kNm) 114.23 114.23
Sway-Right (kN) 10.67 164.51 169.8
Sway-Left (kN) 169.73 5.44 10.73
Vu-Sway (kN) 169.73 164.51 169.8
Vud (kN) 169.73 164.51 169.8
Tv (N/sqmm) 1.33 1.29 1.33
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 169.73 164.51 169.8
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1287.98 1248.34 1288.45
SvCalc (mm) 75 80 75
SvPrv (mm) 75 80 75
Asv Total Prv (sqmm) 1340.53 1256.75 1340.53

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G17
Beam No : B53
Analysis Reference (Member) : 21,314 (0 m)
Beam Length : 5070 mm

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Breadth (B) : 350 mm

Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 27 11 27 11 12 11
Critical L/C - RCDC 17 1 17 1 2 1
Mu (kNm) - 95.4 - 127.03 14.18 121.87
Tu (kNm) 0.45 0 0.45 0 0 0
MTu (kNm) 0.57 0 0.57 0 0 0
Mud (kNm) 0.57 95.4 0.57 127.03 14.17 121.87
MuLim (kNm) 186 186 186 186 186 186
R 0.012 2.046 0.012 2.724 0.304 2.614
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.393 0.515 0.393 0.711 0.263 0.678
Pcclc (%) (C) 0.003 0 0.003 0 0 0
PtPrv (%) 0.63 0.63 0.63 0.787 0.443 0.787
Ast (sqmm) 335.86 657.56 335.86 908.23 335.86 865.86
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32

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AstFinal (Max(Ast, AstDuctile)) 502.65 657.56 502.65 908.23 335.86 865.86

(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1005.3 565.5 1005.3
Reinforcement Provided 4-T16 4-T16 4-T16 5-T16 5-T12 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.787 0.787 0.787
Vu (kN) 114.48 105.48 112.16
Tu (kNm) 0 0 0
VTu (kN) 0 0 0

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Vut (kN) 114.49 105.48 112.16

D+L 90.66 85.31 90.65
V (kN)
Mh (kNm) 138.58 138.58
Ms (kNm) 114.23 114.23
Sway-Right (kN) 11.49 164.48 169.83
Sway-Left (kN) 169.84 6.13 11.47
Vu-Sway (kN) 169.84 164.48 169.83
Vud (kN) 169.84 164.48 169.83
Tv (N/sqmm) 1.33 1.29 1.33
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 169.84 164.48 169.83
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1288.8 1248.14 1288.69
SvCalc (mm) 75 80 75
SvPrv (mm) 75 80 75
Asv Total Prv (sqmm) 1340.53 1256.75 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G17
Beam No : B54
Analysis Reference (Member) : 31 (0 m)
Beam Length : 2623 mm
Breadth (B) : 350 mm
Depth (D) : 400 mm
Effective Depth (d) : 365 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm

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Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2
Mu (kNm) 12.34 12.02 16.52 33.05 11.46 27
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 12.34 12.02 16.52 33.05 11.46 27
MuLim (kNm) 186 186 186 186 186 186
R 0.265 0.258 0.354 0.709 0.246 0.579
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.393 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.443 0.266 0.266 0.787 0.443 0.443
Ast (sqmm) 335.86 335.86 335.86 335.86 335.86 335.86
AstDuctile (sqmm) (E) 502.65 251.32 282.75 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 502.65 335.86 335.86 335.86 335.86 335.86
(sqmm)
AstPrv (sqmm) 565.5 339.3 339.3 1005.3 565.5 565.5
Reinforcement Provided 5-T12 3-T12 3-T12 5-T16 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

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Maximum of % reinforcement required for

B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 29 13 12
Critical L/C - RCDC 19 3 2
PtPrv (%) 0.787 0.443 0.443
Vu (kN) 33.96 27.32 30.06
Tu (kNm) 0.2 0 0
VTu (kN) 0.91 0 0
Vut (kN) 34.87 27.32 30.05
D+L 19.08 10.57 20.56
V (kN)
Mh (kNm) 138.58 83.13
Ms (kNm) 83.13 51.48
Sway-Right (kN) 95.98 104.49 135.62
Sway-Left (kN) 150.6 142.09 111.7
Vu-Sway (kN) 150.6 142.09 135.62
Vud (kN) 150.6 142.09 135.62
Tv (N/sqmm) 1.18 1.11 1.06
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0

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Vus=Vud-Vc (kN) 150.6 142.09 135.62

Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 118.475 - -
Asv Torsion Prv (sqmm) 1436.29 - -
Asv Reqd (sqmm/m) 1142.79 1078.22 1029.1
SvCalc (mm) 70 90 70
SvPrv (mm) 70 90 70
Asv Total Prv (sqmm) 1436.29 1117.11 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 274 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 360)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 182 mm

Right Section
Spc5 = d / 4 = 91 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G18
Beam No : B55
Analysis Reference (Member) : 183 (0 m)
Beam Length : 2952 mm
Breadth (B) : 250 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right

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Critical L/C - Analysis 11 11 11 - - 12

Critical L/C - RCDC 1 1 1 - - 2
Mu (kNm) 35.18 63.98 28.56 - - 26.2
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 35.18 63.98 28.56 0 0 26.2
MuLim (kNm) 198 198 198 198 198 198
R 0.711 1.292 0.577 0 0 0.529
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.2 0.314 0.2 0.2 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.542 0.542 0.542 0.212 0.212 0.212
AstCalc (sqmm) 222.5 348.83 222.5 222.5 222.5 222.5
AstPrv (sqmm) 603.18 603.18 603.18 235.62 235.62 235.62
Reinforcement Provided 3-T16 3-T16 3-T16 3-T10 3-T10 3-T10

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11

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Critical L/C - RCDC 1 1 1

PtPrv (%) 0.542 0.542 0.212
Vu (kN) 80.94 29.51 94.07
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 80.94 29.51 94.07
Tv (N/sqmm) 0.73 0.27 0.85
Tc (N/sqmm) 0.51 0.51 0.34
Vc (kN) 57.15 57.15 38.13
Vus=Vut-Vc (kN) 23.79 0 55.94
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 276.97 276.97 348.15
SvCalc (mm) 300 300 285
SvPrv (mm) 300 300 285
Asv Total Prv (sqmm) 335.13 335.13 352.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 500 mm
Web Depth = 500 <= 750 mm
Side Face Reinforcement not required.

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Group : G19
Beam No : B56
Analysis Reference (Member) : 140 (0 m)
Beam Length : 2700 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 14 14 11 11 11
Critical L/C - RCDC 1 4 4 1 1 1
Mu (kNm) 34.99 - - 45.8 254.49 384.86
Tu (kNm) 24.89 25.26 25.26 24.89 24.89 24.89
MTu (kNm) 29.29 29.72 29.72 29.29 29.29 29.29
Mud (kNm) 64.27 29.72 29.72 75.08 283.78 414.15
MuLim (kNm) 280 280 280 280 280 280
R 0.915 0.423 0.423 1.069 4.042 5.899

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.467 0.467 0.933 0.467 1.209 1.771
Pcclc (%) (C) 0 0.099 0.099 0 0.015 0.575
PtPrv (%) 0.566 0.566 1.018 0.707 1.81 1.866
Ast (sqmm) 467.32 467.32 467.32 467.32 2036.51 2917.99
AstDuctile (sqmm) (E) 829.38 829.38 1658.76 829.38 829.38 829.38
AstFinal (Max(Ast, AstDuctile)) 829.38 829.38 1658.76 829.38 2149.78 3148.78
(sqmm)
AstPrv (sqmm) 1005.3 1005.3 1809.54 1256.64 3217 3317.52
5-T16 5-T16 5-T16 4-T20 4-T32 4-T20
Reinforcement Provided 4-T16 4-T20
4-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.81 1.81 1.866
Vu (kN) 146.84 161.88 201.48
Tu (kNm) 24.89 24.89 24.89
VTu (kN) 88.51 88.51 88.51
Vut (kN) 235.35 250.39 289.99
D+L 256.99 277.14 308.83
V (kN)
Mh (kNm) 190.35 473.24
Ms (kNm) 156.37 257.91
Sway-Right (kN) 130.46 110.31 81.48
Sway-Left (kN) 532.84 553 584.68
Vu-Sway (kN) 532.84 553 584.68
Vud (kN) 532.84 553 584.68
Tv (N/sqmm) 3 3.11 3.29
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 532.84 553 584.68
Legs 4 4 4
Stirrup Rebar 12 12 12
Asv Torsion (sqmm) 951.181 996.461 1064.888
Asv Torsion Prv (sqmm) 2513.33 2056.36 2513.33
Asv Reqd (sqmm/m) 3874.23 3963.1 4197.11
SvCalc (mm) 90 110 90
SvPrv (mm) 90 110 90
Asv Total Prv (sqmm) 5026.67 4112.73 5026.67

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 296 mm

Spc2 = 300 mm

For Torsion
(X1 = 410, Y1 = 410)
Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G19
Beam No : B57

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Analysis Reference (Member) : 295,297 (0 m)

Beam Length : 3500 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 13 13 13 12
Critical L/C - RCDC 10 3 3 3 3 2
Mu (kNm) 13.29 35.06 35.06 138.19 56.01 93.23
Tu (kNm) 0.53 1.25 1.25 1.25 1.25 0.97
MTu (kNm) 0.62 1.47 1.47 1.47 1.47 1.14
Mud (kNm) 13.91 36.53 36.53 139.66 57.48 94.37
MuLim (kNm) 280 280 280 280 280 280
R 0.198 0.52 0.52 1.989 0.819 1.344
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.933 0.467 0.467 0.532 0.467 0.467
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.954 0.509 0.509 1.866 0.707 0.636

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Ast (sqmm) 467.32 467.32 467.32 886.94 467.32 581.07

AstDuctile (sqmm) (E) 1658.76 829.38 829.38 829.38 829.38 829.38
AstFinal (Max(Ast, AstDuctile)) 1658.76 829.38 829.38 944.76 829.38 829.38
(sqmm)
AstPrv (sqmm) 1696.5 904.8 904.8 3317.52 1256.64 1131
5-T12 5-T12 5-T12 4-T20 4-T20 4-T12
Reinforcement Provided 5-T12 3-T12 3-T12 4-T20 4-T12
5-T12 4-T16 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 1.866 0.707 0.636

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Vu (kN) 112.13 90.93 103.55

Tu (kNm) 1.25 1.25 0.97
VTu (kN) 4.45 4.45 3.45
Vut (kN) 116.58 95.38 107
D+L 69.6 45.2 83.54
V (kN)
Mh (kNm) 473.24 173.62
Ms (kNm) 244.9 142.21
Sway-Right (kN) 132.44 156.85 285.58
Sway-Left (kN) 366.72 342.31 218.43
Vu-Sway (kN) 366.72 342.31 285.58
Vud (kN) 366.72 342.31 285.58
Tv (N/sqmm) 2.06 1.93 1.61
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 366.72 342.31 285.58
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 350.933 289.116 313.527
Asv Torsion Prv (sqmm) 1436.29 1256.75 1436.29
Asv Reqd (sqmm/m) 2571.39 2400.27 2021.56
SvCalc (mm) 70 80 70
SvPrv (mm) 70 80 70
Asv Total Prv (sqmm) 2872.57 2513.5 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion

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(X1 = 410, Y1 = 410)

Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G19
Beam No : B58
Analysis Reference (Member) : 11,300 (0 m)
Beam Length : 3850 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm

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Effective Depth (d) : 395 mm

Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 13 12
Critical L/C - RCDC 2 1 3 3 3 2
Mu (kNm) 41.48 82.68 43.76 141.72 33.61 146.93
Tu (kNm) 2.8 2.67 1.78 1.78 1.78 1.92
MTu (kNm) 3.29 3.14 2.1 2.1 2.1 2.26
Mud (kNm) 44.77 85.82 45.85 143.82 35.71 149.18
MuLim (kNm) 280 280 280 280 280 280
R 0.638 1.222 0.653 2.048 0.509 2.125
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.318 0.313 0.35 0.549 0.263 0.572
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.318 0.318 0.445 0.636 0.263 0.7
Ast (sqmm) 467.32 525.46 467.32 916.1 467.32 953.98
AstDuctile (sqmm) (E) 565.5 311.02 622.05 311.02 311.02 311.02
AstFinal (Max(Ast, AstDuctile)) 565.5 556.86 622.05 976.26 443.66 1017.24
(sqmm)
AstPrv (sqmm) 565.5 565.5 791.7 1131 452.4 1244.1

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5-T12 5-T12 5-T12 4-T12 4-T12 4-T12

Reinforcement Provided 2-T12 4-T12 4-T12
2-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 11
Critical L/C - RCDC 3 3 1
PtPrv (%) 0.636 0.255 0.7
Vu (kN) 149.09 119.03 161.18
Tu (kNm) 1.78 1.78 2.67
VTu (kN) 6.34 6.34 9.48
Vut (kN) 155.43 125.37 170.66

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VD+L (kN) 117.15 90.68 127.54

Mh (kNm) 173.62 188.71
Ms (kNm) 91.99 125.89
Sway-Right (kN) 3.77 211.59 248.45
Sway-Left (kN) 246.17 38.34 7.67
Vu-Sway (kN) 246.17 211.59 248.45
Vud (kN) 246.17 211.59 248.45
Tv (N/sqmm) 1.38 1.19 1.4
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 246.17 211.59 248.45
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 458.508 372.686 509.267
Asv Torsion Prv (sqmm) 1436.29 804.32 1436.29
Asv Reqd (sqmm/m) 1764.93 1570.98 1784.95
SvCalc (mm) 70 125 70
SvPrv (mm) 70 125 70
Asv Total Prv (sqmm) 2872.57 1608.64 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 410, Y1 = 410)
Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility

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Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G19
Beam No : B59
Analysis Reference (Member) : 296,24,303 (0 m)
Beam Length : 3850 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm

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Grade Of Steel (Main) : Fe500 N/sqmm

Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 12 12
Critical L/C - RCDC 2 1 3 3 2 2
Mu (kNm) 45.21 85.01 42.51 164.38 33.3 121.75
Tu (kNm) 0.75 0.2 0.18 0.18 0 0
MTu (kNm) 0.89 0.24 0.22 0.22 0 0
Mud (kNm) 46.09 85.25 42.73 164.59 33.3 121.75
MuLim (kNm) 280 280 280 280 280 280
R 0.656 1.214 0.609 2.344 0.474 1.734
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.35 0.311 0.318 0.64 0.263 0.457
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.445 0.318 0.318 0.7 0.263 0.636
Ast (sqmm) 467.32 521.77 467.32 1064.74 467.32 763.47
AstDuctile (sqmm) (E) 622.05 311.02 565.5 311.02 311.02 311.02
AstFinal (Max(Ast, AstDuctile)) 622.05 552.92 565.5 1137.41 443.66 811.74
(sqmm)
AstPrv (sqmm) 791.7 565.5 565.5 1244.1 452.4 1131
5-T12 5-T12 5-T12 4-T12 4-T12 4-T12
Reinforcement Provided 2-T12 4-T12 4-T12
3-T12 2-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.7 0.318 0.636
Vu (kN) 185.69 145.71 165.95
Tu (kNm) 0.2 0.2 0.2
VTu (kN) 0.72 0.72 0.72
Vut (kN) 186.41 146.42 166.67
D+L 142.89 96.6 138.42
V (kN)
Mh (kNm) 188.71 173.62
Ms (kNm) 125.89 91.99
Sway-Right (kN) 13.87 225.62 267.44

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Sway-Left (kN) 263.81 24.32 17.51

Vu-Sway (kN) 263.81 225.62 267.44
Vud (kN) 263.81 225.62 267.44
Tv (N/sqmm) 1.48 1.27 1.5
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 263.81 225.62 267.44
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 533.947 419.765 477.563
Asv Torsion Prv (sqmm) 1436.29 837.83 1436.29
Asv Reqd (sqmm/m) 1898.35 1662.07 1922.05
SvCalc (mm) 70 120 70
SvPrv (mm) 70 120 70
Asv Total Prv (sqmm) 2872.57 1675.67 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 410, Y1 = 410)
Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G19
Beam No : B60
Analysis Reference (Member) : 13,306,26 (0 m)
Beam Length : 3825 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm

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Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 13 13 13 12
Critical L/C - RCDC 10 1 3 3 3 2
Mu (kNm) 16.77 85.56 44.13 155.26 38.35 167.86
Tu (kNm) 2.43 1.51 1.31 1.31 1.31 1.33
MTu (kNm) 2.86 1.77 1.55 1.55 1.55 1.57
Mud (kNm) 19.62 87.34 45.68 156.81 39.9 169.43
MuLim (kNm) 280 280 280 280 280 280
R 0.279 1.244 0.651 2.233 0.568 2.413
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.318 0.319 0.552 0.605 0.276 0.662
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.318 0.445 0.573 0.636 0.452 1.105
Ast (sqmm) 467.32 535.28 467.32 1008.41 467.32 1100.1
AstDuctile (sqmm) (E) 565.5 490.87 981.74 490.87 490.87 490.87
AstFinal (Max(Ast, AstDuctile)) 565.5 567.34 981.74 1076.23 490.87 1175.89
(sqmm)
AstPrv (sqmm) 565.5 791.7 1017.9 1131 804.24 1963.48
5-T12 5-T12 5-T12 4-T12 4-T16 4-T25
Reinforcement Provided 2-T12 4-T12 4-T12
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 12 11
Critical L/C - RCDC 1 2 1
PtPrv (%) 0.636 0.452 1.105
Vu (kN) 166.99 138.25 178.79
Tu (kNm) 1.51 1.33 1.51
VTu (kN) 5.36 4.73 5.36
Vut (kN) 172.35 142.99 184.15
D+L 136.84 106.07 139.78
V (kN)
Mh (kNm) 173.62 274.95
Ms (kNm) 91.99 158.12
Sway-Right (kN) 22.45 265.36 299.08
Sway-Left (kN) 280.85 37.95 13.05
Vu-Sway (kN) 280.85 265.36 299.08
Vud (kN) 280.85 265.36 299.08
Tv (N/sqmm) 1.58 1.49 1.68

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 280.85 265.36 299.08
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 504.57 423.88 557.906
Asv Torsion Prv (sqmm) 1436.29 957.52 1436.29
Asv Reqd (sqmm/m) 2014.41 1894.48 2143.51
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 2872.57 1915.05 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 410, Y1 = 410)
Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

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Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G19
Beam No : B61
Analysis Reference (Member) : 14,28 (0 m)
Beam Length : 6240 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 11 20 11
Critical L/C - RCDC 2 1 3 1 10 1
Mu (kNm) 61.4 142.14 64.5 257.88 17.53 233.08
Tu (kNm) 1.67 1.14 0.71 1.14 0.65 1.14
MTu (kNm) 1.97 1.34 0.84 1.34 0.76 1.34
Mud (kNm) 63.36 143.49 65.34 259.22 18.29 234.43
MuLim (kNm) 280 280 280 280 280 280
R 0.902 2.044 0.931 3.692 0.261 3.339
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.552 0.548 0.552 1.104 0.276 0.977
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.573 0.573 0.573 1.105 0.452 1.105
Ast (sqmm) 467.32 913.75 467.32 1821.15 467.32 1607.98
AstDuctile (sqmm) (E) 981.74 490.87 981.74 490.87 490.87 490.87
AstFinal (Max(Ast, AstDuctile)) 981.74 973.71 981.74 1961.57 490.87 1736.35
(sqmm)
AstPrv (sqmm) 1017.9 1017.9 1017.9 1963.48 804.24 1963.48
5-T12 5-T12 5-T12 4-T25 4-T16 4-T25
Reinforcement Provided
4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.105 1.105 1.105
Vu (kN) 232.43 171.23 208.6
Tu (kNm) 1.14 1.14 1.14
VTu (kN) 4.06 4.06 4.06
Vut (kN) 236.48 175.28 212.66
D+L 182.43 140.5 170.4
V (kN)
Mh (kNm) 274.95 274.95
Ms (kNm) 158.12 158.12
Sway-Right (kN) 74.92 248 277.9
Sway-Left (kN) 289.93 33 62.9
Vu-Sway (kN) 289.93 248 277.9
Vud (kN) 289.93 248 277.9
Tv (N/sqmm) 1.63 1.4 1.56
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 289.93 248 277.9
Legs 4 4 4
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) 709.142 515.436 638.749

Asv Torsion Prv (sqmm) 1436.29 914 1436.29
Asv Reqd (sqmm/m) 2096.74 1787.06 2007.9
SvCalc (mm) 70 110 70
SvPrv (mm) 70 110 70
Asv Total Prv (sqmm) 2872.57 1828 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 410, Y1 = 410)
Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G19
Beam No : B62
Analysis Reference (Member) : 17 (0 m)
Beam Length : 2980 mm
Breadth (B) : 450 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 13 12
Critical L/C - RCDC 10 3 11 3 3 2

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Mu (kNm) 28.39 28.1 43.75 101.68 43.73 51.08

Tu (kNm) 0.36 0.51 0.29 0.51 0.51 0.57
MTu (kNm) 0.42 0.6 0.34 0.6 0.6 0.68
Mud (kNm) 28.81 28.69 44.09 102.28 44.33 51.75
MuLim (kNm) 280 280 280 280 280 280
R 0.41 0.409 0.628 1.457 0.631 0.737
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.552 0.276 0.276 0.378 0.276 0.276
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.573 0.318 0.318 1.105 0.452 0.382
Ast (sqmm) 467.32 467.32 467.32 633.03 467.32 467.32
AstDuctile (sqmm) (E) 981.74 490.87 490.87 490.87 490.87 490.87
AstFinal (Max(Ast, AstDuctile)) 981.74 490.87 490.87 671.82 490.87 490.87
(sqmm)
AstPrv (sqmm) 1017.9 565.5 565.5 1963.48 804.24 678.6
5-T12 5-T12 5-T12 4-T25 4-T16 4-T12
Reinforcement Provided
4-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 1.105 0.452 0.382
Vu (kN) 82.92 65.65 55.29
Tu (kNm) 0.51 0.51 0.57
VTu (kN) 1.81 1.81 2.04
Vut (kN) 84.72 67.46 57.33
D+L 35.11 17.45 40.08
V (kN)
Mh (kNm) 274.95 109.14
Ms (kNm) 158.12 91.99
Sway-Right (kN) 112.79 130.44 187.98
Sway-Left (kN) 238.16 220.5 165.16
Vu-Sway (kN) 238.16 220.5 187.98
Vud (kN) 238.16 220.5 187.98
Tv (N/sqmm) 1.34 1.24 1.06
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 238.16 220.5 187.98
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 254.979 198.955 168.434
Asv Torsion Prv (sqmm) 1436.29 773.38 1436.29
Asv Reqd (sqmm/m) 1675.61 1546.13 1328.07
SvCalc (mm) 70 130 70

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SvPrv (mm) 70 130 70

Asv Total Prv (sqmm) 2872.57 1546.77 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 410, Y1 = 410)
Spc3 = X1 = 410 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 450 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm

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Side Face Reinforcement not required.

Group : G20
Beam No : B63
Analysis Reference (Member) : 182 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 13 13 21 12
Critical L/C - RCDC 2 1 3 3 11 2
Mu (kNm) 11.9 19.86 13.58 48.96 6.68 48.4
Tu (kNm) 0.35 0.14 0 0 0 0.11
MTu (kNm) 0.42 0.16 0 0 0 0.13
Mud (kNm) 12.32 20.02 13.58 48.96 6.68 48.53
MuLim (kNm) 84 84 84 84 84 84

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R 0.585 0.95 0.644 2.324 0.317 2.304

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.379 0.263 0.379 0.593 0.263 0.587
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.759 0.759 0.759
Ast (sqmm) 209.01 209.01 209.01 471.59 209.01 466.96
AstDuctile (sqmm) (E) 301.59 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 209.01 301.59 471.59 209.01 466.96
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 603.18 603.18
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 13 13 12
Critical L/C - RCDC 3 3 2
PtPrv (%) 0.759 0.759 0.759
Vu (kN) 71.23 45.27 73.66
Tu (kNm) 0 0 0.11
VTu (kN) 0 0 0.61
Vut (kN) 71.23 45.27 74.26
D+L 55 31.81 57.59
V (kN)
Mh (kNm) 60.7 60.7
Ms (kNm) 36.32 36.32
Sway-Right (kN) 118.11 31.3 12.49
Sway-Left (kN) 8.11 94.92 120.7
Vu-Sway (kN) 118.11 94.92 120.7
Vud (kN) 118.11 94.92 120.7
Tv (N/sqmm) 1.49 1.19 1.52
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 118.11 94.92 120.7
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 354.46
Asv Torsion Prv (sqmm) - - 1546.77
Asv Reqd (sqmm/m) 1234.49 997.98 1261.52
SvCalc (mm) 65 100 65
SvPrv (mm) 65 100 65
Asv Total Prv (sqmm) 1546.77 1005.4 1546.77

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 199 mm

Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G20
Beam No : B64

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Analysis Reference (Member) : 139 (0 m)

Beam Length : 2700 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 13 21 13 21 12
Critical L/C - RCDC 10 3 11 3 11 2
Mu (kNm) 9.05 11.49 11.64 34.57 9.06 29.9
Tu (kNm) 0.2 0 0.11 0 0.11 0.23
MTu (kNm) 0.23 0 0.13 0 0.13 0.27
Mud (kNm) 9.28 11.49 11.77 34.57 9.19 30.16
MuLim (kNm) 84 84 84 84 84 84
R 0.441 0.545 0.559 1.641 0.436 1.432
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.379 0.263 0.379 0.405 0.263 0.35
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.759 0.759 0.759

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Ast (sqmm) 209.01 209.01 209.01 321.67 209.01 277.94

AstDuctile (sqmm) (E) 301.59 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 209.01 301.59 321.67 209.01 277.94
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 603.18 603.18
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 29 29 28
Critical L/C - RCDC 19 19 18
PtPrv (%) 0.759 0.759 0.759
Vu (kN) 44.14 33.79 39.4

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Tu (kNm) 0.11 0.11 0.14

VTu (kN) 0.57 0.57 0.73
Vut (kN) 44.71 34.36 40.13
D+L 35.5 25.15 26.05
V (kN)
Mh (kNm) 60.7 60.7
Ms (kNm) 36.32 36.32
Sway-Right (kN) 103.41 93.06 43.53
Sway-Left (kN) 32.41 42.76 93.96
Vu-Sway (kN) 103.41 93.06 93.96
Vud (kN) 103.41 93.06 93.96
Tv (N/sqmm) 1.3 1.17 1.18
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 103.41 93.06 93.96
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 214.399 165.391 193.486
Asv Torsion Prv (sqmm) 1546.77 1005.4 1546.77
Asv Reqd (sqmm/m) 1080.79 972.6 982.02
SvCalc (mm) 65 100 65
SvPrv (mm) 65 100 65
Asv Total Prv (sqmm) 1546.77 1005.4 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)

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Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G20
Beam No : B65
Analysis Reference (Member) : 1,288 (0 m)
Beam Length : 4981 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 13 11 12 11
Critical L/C - RCDC 10 1 3 1 2 1
Mu (kNm) 3.07 38.15 14.97 57.38 6.89 59.13
Tu (kNm) 0.99 0.88 0.74 0.88 0.87 0.88
MTu (kNm) 1.17 1.04 0.88 1.04 1.02 1.04
Mud (kNm) 4.24 39.19 15.84 58.42 7.92 60.17
MuLim (kNm) 84 84 84 84 84 84
R 0.201 1.86 0.752 2.773 0.376 2.856
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.379 0.464 0.593 0.726 0.296 0.751
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.759 0.759 0.759 0.759 0.427 1.186
Ast (sqmm) 209.01 368.57 209.01 576.86 209.01 597.13
AstDuctile (sqmm) (E) 301.59 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 301.59 368.57 471.24 576.86 235.62 597.13
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 603.18 339.3 942.48
Reinforcement Provided 3-T16 3-T16 3-T16 3-T16 3-T12 3-T20

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.759 1.186 1.186
Vu (kN) 57.64 51.98 59.96
Tu (kNm) 0.88 0.88 0.88
VTu (kN) 4.71 4.71 4.71
Vut (kN) 62.35 56.69 64.68
D+L 46.43 41.26 47.65
V (kN)
Mh (kNm) 60.7 88.32
Ms (kNm) 60.7 60.7

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Sway-Right (kN) 1.19 88.88 95.27

Sway-Left (kN) 85.22 2.47 8.86
Vu-Sway (kN) 85.22 88.88 95.27
Vud (kN) 85.22 88.88 95.27
Tv (N/sqmm) 1.07 1.12 1.2
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 85.22 88.88 95.27
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 317.608 290.81 335.126
Asv Torsion Prv (sqmm) 1546.77 957.52 1546.77
Asv Reqd (sqmm/m) 890.73 928.97 995.74
SvCalc (mm) 65 105 65
SvPrv (mm) 65 105 65
Asv Total Prv (sqmm) 1546.77 957.52 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm

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Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G20
Beam No : B66
Analysis Reference (Member) : 2,299 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm

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Side Clear Cover : 25 mm

Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 21 13 13 12
Critical L/C - RCDC 10 1 11 3 3 2
Mu (kNm) 4.14 52.14 4.62 66.6 14.62 65.32
Tu (kNm) 0.25 0 0 0 0 0
MTu (kNm) 0.29 0 0 0 0 0
Mud (kNm) 4.43 52.14 4.62 66.6 14.62 65.32
MuLim (kNm) 84 84 84 84 84 84
R 0.21 2.475 0.219 3.161 0.694 3.101
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.593 0.637 0.593 0.847 0.296 0.827
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.759 0.759 0.759 1.186 1.186 1.186
Ast (sqmm) 209.01 506.3 209.01 673.24 209.01 657.84
AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 506.3 471.24 673.24 235.62 657.84
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 942.48 942.48 942.48
Reinforcement Provided 3-T16 3-T16 3-T16 3-T20 3-T20 3-T20

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,

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A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.186 1.186 1.186
Vu (kN) 72.01 65.96 70.83
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 72.01 65.95 70.83
D+L 57.05 53.32 57.22
V (kN)
Mh (kNm) 88.32 88.32
Ms (kNm) 60.7 60.7
Sway-Right (kN) 7.15 117.51 121.41
Sway-Left (kN) 121.24 10.87 7.96
Vu-Sway (kN) 121.24 117.51 121.41
Vud (kN) 121.24 117.51 121.41
Tv (N/sqmm) 1.53 1.48 1.53
Tc (N/sqmm) 0 0 0

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Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 121.24 117.51 121.41
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1267.18 1228.21 1268.99
SvCalc (mm) 65 80 65
SvPrv (mm) 65 80 65
Asv Total Prv (sqmm) 1546.77 1256.75 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

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Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G20
Beam No : B67
Analysis Reference (Member) : 3,302 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 21 13 13 12
Critical L/C - RCDC 10 1 11 3 3 2
Mu (kNm) 4.01 52.08 4.79 67.27 15.05 65.16

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Tu (kNm) 0.31 0 0 0 0 0
MTu (kNm) 0.36 0 0 0 0 0
Mud (kNm) 4.37 52.08 4.79 67.27 15.05 65.16
MuLim (kNm) 84 84 84 84 84 84
R 0.207 2.472 0.227 3.193 0.715 3.093
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.593 0.636 0.593 0.857 0.296 0.825
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.759 0.759 0.759 1.186 1.186 1.186
Ast (sqmm) 209.01 505.67 209.01 681.34 209.01 655.93
AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 505.67 471.24 681.34 235.62 655.94
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 942.48 942.48 942.48
Reinforcement Provided 3-T16 3-T16 3-T16 3-T20 3-T20 3-T20

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)

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AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.186 1.186 1.186
Vu (kN) 72.16 65.8 70.67
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 72.16 65.8 70.67
D+L 57.02 53.34 57.24
V (kN)
Mh (kNm) 88.32 88.32
Ms (kNm) 60.7 60.7
Sway-Right (kN) 7.17 117.54 121.44
Sway-Left (kN) 121.22 10.85 7.94
Vu-Sway (kN) 121.22 117.54 121.44
Vud (kN) 121.22 117.54 121.44
Tv (N/sqmm) 1.52 1.48 1.53
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 121.22 117.54 121.44
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1266.93 1228.46 1269.23
SvCalc (mm) 65 80 65
SvPrv (mm) 65 80 65
Asv Total Prv (sqmm) 1546.77 1256.75 1546.77

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G20
Beam No : B68
Analysis Reference (Member) : 4,305 (0 m)

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Beam Length : 3825 mm

Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 27 11 13 13 13 12
Critical L/C - RCDC 17 1 3 3 3 2
Mu (kNm) - 51.42 16.01 66.78 14.91 65.02
Tu (kNm) 0.17 0 0 0 0 0
MTu (kNm) 0.2 0 0 0 0 0
Mud (kNm) 0.2 51.42 16.01 66.78 14.91 65.02
MuLim (kNm) 84 84 84 84 84 84
R 0.009 2.441 0.76 3.17 0.708 3.086
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.593 0.627 0.926 0.85 0.463 0.823
Pcclc (%) (C) 0.002 0 0 0 0 0
PtPrv (%) 1.012 1.012 1.012 1.186 1.186 1.852
Ast (sqmm) 209.01 498.36 209.01 675.47 209.01 654.21

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AstDuctile (sqmm) (E) 471.24 368.15 736.3 368.15 368.15 368.15

AstFinal (Max(Ast, AstDuctile)) 471.24 498.36 736.3 675.47 368.15 654.21
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 942.48 942.48 1472.61
Reinforcement Provided 4-T16 4-T16 4-T16 3-T20 3-T20 3-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.186 1.852 1.852
Vu (kN) 71.36 64.14 70.86
Tu (kNm) 0 0 0

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VTu (kN) 0 0 0
Vut (kN) 71.36 64.14 70.85
D+L 56.6 51.8 57.17
V (kN)
Mh (kNm) 88.32 141.36
Ms (kNm) 77 77
Sway-Right (kN) 38.2 146.6 151.97
Sway-Left (kN) 128.37 19.97 17.04
Vu-Sway (kN) 128.37 146.6 151.97
Vud (kN) 128.37 146.6 151.97
Tv (N/sqmm) 1.61 1.84 1.91
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 128.37 146.6 151.97
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1341.64 1532.18 1588.31
SvCalc (mm) 65 100 65
SvPrv (mm) 65 100 65
Asv Total Prv (sqmm) 2416.62 1570.8 2416.62

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm

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Spc6 = 6 x Small Longitudinal Dia = 95 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G20
Beam No : B69
Analysis Reference (Member) : 5 (0 m)
Beam Length : 6240 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 11 19 11 19 11
Critical L/C - RCDC 2 1 9 1 9 1
Mu (kNm) 11.88 48.54 - 89.2 - 85.83
Tu (kNm) 0.96 0.4 0.96 0.4 0.96 0.4
MTu (kNm) 1.13 0.47 1.13 0.47 1.13 0.47
Mud (kNm) 13.01 49.01 1.13 89.67 1.13 86.3
MuLim (kNm) 84 84 84 84 84 84
R 0.617 2.326 0.053 4.256 0.053 4.096
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.926 0.594 0.593 1.202 0.463 1.16
Pcclc (%) (C) 0 0 0.012 0.079 0.012 0.031
PtPrv (%) 1.012 1.012 1.012 1.852 0.759 1.186
Ast (sqmm) 209.01 472.13 209.01 955.93 209.01 922.25
AstDuctile (sqmm) (E) 736.3 368.15 471.24 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 472.13 471.24 955.94 368.15 922.25
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1472.61 603.18 942.48
Reinforcement Provided 4-T16 4-T16 4-T16 3-T25 3-T16 3-T20

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.852 1.852 1.186
Vu (kN) 74.28 61.1 73.19
Tu (kNm) 0.4 0.4 0.4
VTu (kN) 2.13 2.13 2.13
Vut (kN) 76.41 63.23 75.33
D+L 58.94 48.4 59.03
V (kN)
Mh (kNm) 141.36 88.32
Ms (kNm) 77 77
Sway-Right (kN) 17.9 7.37 100.07
Sway-Left (kN) 113.15 102.61 4.83
Vu-Sway (kN) 113.15 102.61 100.07
Vud (kN) 113.15 102.61 100.07
Tv (N/sqmm) 1.42 1.29 1.26

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 113.15 102.61 100.07
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 387.606 309.516 373.511
Asv Torsion Prv (sqmm) 1546.77 1117.11 1546.77
Asv Reqd (sqmm/m) 1182.57 1072.42 1045.92
SvCalc (mm) 65 90 65
SvPrv (mm) 65 90 65
Asv Total Prv (sqmm) 1546.77 1117.11 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

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Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G21
Beam No : B70
Analysis Reference (Member) : 341 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 27.85 51.98 27.47 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 27.85 51.98 27.47 0 0 0
MuLim (kNm) 84 84 84 84 84 84
R 1.322 2.467 1.304 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.321 0.635 0.316 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.759 0.759 0.759 0.427 0.427 0.427
Ast (sqmm) 255.36 504.52 251.6 209.01 209.01 209.01
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 255.36 504.52 251.6 209.01 209.01 209.01
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 339.3 339.3 339.3
Reinforcement Provided 3-T16 3-T16 3-T16 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement

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C = Pcclc = % area of compression reinforcement required

D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.759 0.759 0.759
Vu (kN) 64.8 37.18 63.88
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 64.8 37.18 63.88
D+L 51.84 29.75 51.1
V (kN)
Mh (kNm) 36.32 36.32
Ms (kNm) 60.7 60.7
Sway-Right (kN) 1.58 80.01 101.37
Sway-Left (kN) 102.11 20.52 5.53
Vu-Sway (kN) 102.11 80.01 101.37
Vud (kN) 102.11 80.01 101.37
Tv (N/sqmm) 1.28 1.01 1.28
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 102.11 80.01 101.37
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) - - -

Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1067.19 836.26 1059.45
SvCalc (mm) 65 120 65
SvPrv (mm) 65 120 65
Asv Total Prv (sqmm) 1546.77 837.83 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm

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Side Face Reinforcement not required.

Group : G22
Beam No : B71
Analysis Reference (Member) : 181 (0 m)
Beam Length : 2952 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 24 11 13 13 24 16
Critical L/C - RCDC 14 1 3 3 14 6
Mu (kNm) 1.76 20.09 11.21 45.32 7.48 50.99
Tu (kNm) 0.11 0 0 0 0.11 0.12
MTu (kNm) 0.13 0 0 0 0.13 0.14
Mud (kNm) 1.89 20.09 11.21 45.32 7.61 51.13
MuLim (kNm) 84 84 84 84 84 84

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R 0.09 0.954 0.532 2.151 0.361 2.427

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.379 0.263 0.379 0.544 0.263 0.623
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.759 0.759 0.759
Ast (sqmm) 209.01 209.01 209.01 432.58 209.01 495.19
AstDuctile (sqmm) (E) 301.59 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 209.01 301.59 432.58 209.01 495.19
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 603.18 603.18
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 13 13 16
Critical L/C - RCDC 3 3 6
PtPrv (%) 0.759 0.759 0.759
Vu (kN) 70.07 43.39 73.6
Tu (kNm) 0 0 0.12
VTu (kN) 0 0 0.63
Vut (kN) 70.07 43.39 74.23
D+L 55.85 32.12 55.36
V (kN)
Mh (kNm) 60.7 60.7
Ms (kNm) 36.32 36.32
Sway-Right (kN) 1.9 89.87 113.1
Sway-Left (kN) 113.59 25.62 8.86
Vu-Sway (kN) 113.59 89.87 113.1
Vud (kN) 113.59 89.87 113.1
Tv (N/sqmm) 1.43 1.13 1.42
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 113.59 89.87 113.1
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 354.417
Asv Torsion Prv (sqmm) - - 1546.77
Asv Reqd (sqmm/m) 1187.22 941.32 1182.1
SvCalc (mm) 65 105 65
SvPrv (mm) 65 105 65
Asv Total Prv (sqmm) 1546.77 957.52 1546.77

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 199 mm

Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G22
Beam No : B72

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Analysis Reference (Member) : 179 (0 m)

Beam Length : 2700 mm
Breadth (B) : 300 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 24 16 13 13 24 16
Critical L/C - RCDC 14 6 3 3 14 6
Mu (kNm) 15.53 11.38 9.81 25.36 9.64 33.03
Tu (kNm) 0 0 0.1 0.1 0 0
MTu (kNm) 0 0 0.12 0.12 0 0
Mud (kNm) 15.53 11.38 9.93 25.48 9.64 33.03
MuLim (kNm) 84 84 84 84 84 84
R 0.737 0.54 0.471 1.209 0.458 1.568
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.379 0.263 0.263 0.292 0.263 0.385
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.427 0.427 0.427 0.759 0.427 0.427

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Ast (sqmm) 209.01 209.01 209.01 232.41 209.01 306.27

AstDuctile (sqmm) (E) 301.59 150.79 169.65 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 209.01 209.01 232.41 209.01 306.27
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 13 16
Critical L/C - RCDC 3 3 6
PtPrv (%) 0.759 0.427 0.427
Vu (kN) 30.18 24.16 40.5

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Tu (kNm) 0.1 0.1 0

VTu (kN) 0.54 0.54 0
Vut (kN) 30.72 24.7 40.5
D+L 19.99 14.63 25.54
V (kN)
Mh (kNm) 60.7 36.32
Ms (kNm) 36.32 36.32
Sway-Right (kN) 28.43 33.79 73.96
Sway-Left (kN) 84.67 79.31 41.28
Vu-Sway (kN) 84.67 79.31 73.96
Vud (kN) 84.67 79.31 73.96
Tv (N/sqmm) 1.07 1 0.93
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 84.67 79.31 73.96
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 148.003 117.408 -
Asv Torsion Prv (sqmm) 1546.77 837.83 -
Asv Reqd (sqmm/m) 884.92 828.89 773.05
SvCalc (mm) 65 120 65
SvPrv (mm) 65 120 65
Asv Total Prv (sqmm) 1546.77 837.83 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 260)

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Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G23
Beam No : B73
Analysis Reference (Member) : 193 (0 m)
Beam Length : 2952 mm
Breadth (B) : 250 mm
Depth (D) : 300 mm
Effective Depth (d) : 265 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 24 16 13 13 24 16
Critical L/C - RCDC 14 6 3 3 14 6
Mu (kNm) 13.66 10.89 7.83 22.22 8.76 30.34
Tu (kNm) 0.1 0.1 0 0 0.1 0.1
MTu (kNm) 0.13 0.13 0 0 0.13 0.13
Mud (kNm) 13.79 11.02 7.83 22.22 8.89 30.47
MuLim (kNm) 70 70 70 70 70 70
R 0.785 0.628 0.446 1.266 0.507 1.735
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.307 0.263 0.43
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.512 0.512 0.512 0.512 0.512 0.512
Ast (sqmm) 174.18 174.18 174.18 203.23 174.18 284.82
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 174.18 174.18 174.18 203.23 174.18 284.82
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 13 16 16
Critical L/C - RCDC 3 6 6
PtPrv (%) 0.512 0.512 0.512
Vu (kN) 26.58 25.32 34.03
Tu (kNm) 0 0.1 0.1
VTu (kN) 0 0.65 0.65
Vut (kN) 26.58 25.96 34.68
D+L 18.57 12.44 20.98
V (kN)
Mh (kNm) 35.76 35.76
Ms (kNm) 35.76 35.76

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Sway-Right (kN) 24 55.01 63.55

Sway-Left (kN) 61.14 30.13 23.47
Vu-Sway (kN) 61.14 55.01 63.55
Vud (kN) 61.14 55.01 63.55
Tv (N/sqmm) 0.92 0.83 0.96
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 61.14 55.01 63.55
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - 124.103 164.664
Asv Torsion Prv (sqmm) - 773.38 1546.77
Asv Reqd (sqmm/m) 639 574.94 664.21
SvCalc (mm) 65 130 65
SvPrv (mm) 65 130 65
Asv Total Prv (sqmm) 1546.77 773.38 1546.77

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 199 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 260)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 115 mm

For Ductility
Left Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 132 mm

Right Section
Spc5 = d / 4 = 66 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 300 mm
Web Depth = 300 <= 750 mm
Side Face Reinforcement not required.

Group : G24
Beam No : B74
Analysis Reference (Member) : 298 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm

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Side Clear Cover : 25 mm

Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 22.79 44.38 22.23 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 22.79 44.38 22.23 0 0 0
MuLim (kNm) 119 119 119 119 119 119
R 0.766 1.491 0.747 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.365 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.479 0.479 0.479 0.359 0.359 0.359
Ast (sqmm) 248.45 344.97 248.45 248.45 248.45 248.45
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 248.45 344.97 248.45 248.45 248.45 248.45
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 339.3 339.3 339.3
Reinforcement Provided 4-T12 4-T12 4-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,

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A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.479 0.479 0.479
Vu (kN) 37.9 24.94 36.88
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 37.9 24.94 36.88
D+L 30.32 19.8 29.5
V (kN)
Mh (kNm) 43.7 43.7
Ms (kNm) 57.02 57.02
Sway-Right (kN) 8.85 58.97 68.67
Sway-Left (kN) 69.49 19.37 11
Vu-Sway (kN) 69.49 58.97 68.67
Vud (kN) 69.49 58.97 68.67
Tv (N/sqmm) 0.74 0.62 0.73
Tc (N/sqmm) 0 0 0

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Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 69.49 58.97 68.67
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 610.99 519.82 603.8
SvCalc (mm) 70 155 70
SvPrv (mm) 70 155 70
Asv Total Prv (sqmm) 1436.29 648.65 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

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Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G25
Beam No : B75
Analysis Reference (Member) : 6 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 23 15
Critical L/C - RCDC 5 1 4 4 13 5
Mu (kNm) 24.49 36.89 17.66 68.05 6.03 78.3

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Tu (kNm) 0.14 0.29 0.29 0.29 0 0.14

MTu (kNm) 0.2 0.42 0.42 0.42 0 0.2
Mud (kNm) 24.7 37.31 18.08 68.48 6.03 78.51
MuLim (kNm) 187 187 187 187 187 187
R 0.528 0.797 0.386 1.463 0.129 1.677
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.286 0.358 0.263 0.414
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.382 0.382 0.382 0.382 0.382 0.573
Ast (sqmm) 311.54 311.54 311.54 423.92 311.54 490.97
AstDuctile (sqmm) (E) 226.2 169.65 339.3 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 311.54 311.54 339.3 423.92 311.54 490.97
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 452.4 452.4 678.6
4-T12 4-T12 4-T12 4-T12 4-T12 4-T12
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast

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AstDuctile - Bottom (left & Right) = provided from all zones)

AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 15 11
Critical L/C - RCDC 1 5 1
PtPrv (%) 0.382 0.382 0.573
Vu (kN) 89.63 58.89 97.75
Tu (kNm) 0.29 0.14 0.29
VTu (kN) 1.53 0.73 1.53
Vut (kN) 91.16 59.63 99.28
D+L 75.22 42.47 74.68
V (kN)
Mh (kNm) 72.76 105.42
Ms (kNm) 72.76 72.76
Sway-Right (kN) 4.96 112.74 144.94
Sway-Left (kN) 132.61 14.92 17.29
Vu-Sway (kN) 132.61 112.74 144.94
Vud (kN) 132.61 112.74 144.94
Tv (N/sqmm) 1.12 0.95 1.22
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 132.61 112.74 144.94
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 264.519 172.29 287.706
Asv Torsion Prv (sqmm) 1436.29 804.32 1436.29
Asv Reqd (sqmm/m) 929.88 790.54 1016.34
SvCalc (mm) 70 125 70
SvPrv (mm) 70 125 70
Asv Total Prv (sqmm) 1436.29 804.32 1436.29

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 410)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

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Group : G25
Beam No : B76
Analysis Reference (Member) : 18 (0 m)
Beam Length : 5150 mm
Breadth (B) : 300 mm
Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 31 11 14 11 15 11
Critical L/C - RCDC 21 1 4 1 5 1
Mu (kNm) 13.84 41 9.55 69.73 9.08 81
Tu (kNm) 0.25 0.27 0.13 0.27 0.22 0.27
MTu (kNm) 0.37 0.39 0.19 0.39 0.33 0.39
Mud (kNm) 14.21 41.4 9.73 70.13 9.41 81.39
MuLim (kNm) 187 187 187 187 187 187
R 0.304 0.884 0.208 1.498 0.201 1.739
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

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Ptclc (%) (B') 0.297 0.297 0.594 0.367 0.297 0.431

Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.382 0.382 0.764 0.573 0.382 1.188
Ast (sqmm) 311.54 311.54 311.54 434.85 311.54 510.52
AstDuctile (sqmm) (E) 351.86 351.86 703.71 351.86 351.86 351.86
AstFinal (Max(Ast, AstDuctile)) 351.86 351.86 703.71 434.85 351.86 510.52
(sqmm)
AstPrv (sqmm) 452.4 452.4 904.8 678.6 452.4 1407.42
4-T12 4-T12 4-T12 4-T12 4-T12 4-T16
Reinforcement Provided
4-T12 2-T12 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11

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Critical L/C - RCDC 1 1 1

PtPrv (%) 0.573 0.382 1.188
Vu (kN) 68.72 51.54 71.23
Tu (kNm) 0.27 0.27 0.27
VTu (kN) 1.43 1.43 1.43
Vut (kN) 70.14 52.97 72.65
D+L 56.85 39.35 55.1
V (kN)
Mh (kNm) 105.42 196.54
Ms (kNm) 72.76 135.58
Sway-Right (kN) 21.7 117.9 133.65
Sway-Left (kN) 127.14 30.94 17.04
Vu-Sway (kN) 127.14 117.9 133.65
Vud (kN) 127.14 117.9 133.65
Tv (N/sqmm) 1.07 0.99 1.13
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 127.14 117.9 133.65
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 204.234 155.191 213.743
Asv Torsion Prv (sqmm) 1436.29 837.83 1436.29
Asv Reqd (sqmm/m) 891.5 826.72 937.15
SvCalc (mm) 70 120 70
SvPrv (mm) 70 120 70
Asv Total Prv (sqmm) 1436.29 837.83 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

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For Torsion
(X1 = 260, Y1 = 410)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G25
Beam No : B77
Analysis Reference (Member) : 34 (0 m)
Beam Length : 3700 mm

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Breadth (B) : 300 mm

Depth (D) : 450 mm
Effective Depth (d) : 395 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 13 11 11 11 11 13
Critical L/C - RCDC 3 1 1 1 1 3
Mu (kNm) - 65.04 70.43 179.65 57.91 -
Tu (kNm) 7.44 6.62 6.62 6.62 6.62 7.44
MTu (kNm) 10.93 9.74 9.74 9.74 9.74 10.93
Mud (kNm) 10.93 74.78 80.17 189.39 67.65 10.93
MuLim (kNm) 187 187 187 187 187 187
R 0.234 1.598 1.713 4.046 1.445 0.234
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.594 0.393 0.424 1.147 0.353 0.297
Pcclc (%) (C) 0.054 0 0 0.017 0 0.054
PtPrv (%) 0.764 0.573 0.573 1.188 0.382 0.382
Ast (sqmm) 311.54 465.92 502.22 1359.02 418.47 311.54
AstDuctile (sqmm) (E) 703.71 351.86 402.12 351.86 351.86 351.86

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AstFinal (Max(Ast, AstDuctile)) 703.71 465.92 502.22 1359.02 418.47 351.86

(sqmm)
AstPrv (sqmm) 904.8 678.6 678.6 1407.42 452.4 452.4
4-T12 4-T12 4-T12 4-T16 4-T12 4-T12
Reinforcement Provided
4-T12 2-T12 2-T12 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 15
Critical L/C - RCDC 1 1 5
PtPrv (%) 1.188 0.382 0.573
Vu (kN) 148.04 112.5 22.33
Tu (kNm) 6.62 6.62 5.54
35.32 35.32 29.54

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VTu (kN)
Vut (kN) 183.36 147.82 51.87
D+L 59.74 31.31 69.01
V (kN)
Mh (kNm) 196.54 72.76
Ms (kNm) 135.58 105.42
Sway-Right (kN) 26.68 55.12 155.43
Sway-Left (kN) 185 156.56 64.27
Vu-Sway (kN) 185 156.56 155.43
Vud (kN) 185 156.56 155.43
Tv (N/sqmm) 1.56 1.32 1.31
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 185 156.56 155.43
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 631.252 519.859 229.874
Asv Torsion Prv (sqmm) 1436.29 1117.11 1436.29
Asv Reqd (sqmm/m) 1297.2 1097.81 1089.87
SvCalc (mm) 70 90 70
SvPrv (mm) 70 90 70
Asv Total Prv (sqmm) 1436.29 1117.11 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 296 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 410)
Spc3 = X1 = 260 mm

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Spc4=(X1+Y1)/4 = 165 mm

For Ductility
Left Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 198 mm

Right Section
Spc5 = d / 4 = 99 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G26
Beam No : B78
Analysis Reference (Member) : 301 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 450 mm
Effective Depth (d) : 415 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 51.97 96.23 51.97 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 51.97 96.23 51.97 0 0 0
MuLim (kNm) 206 206 206 206 206 206
R 1.006 1.862 1.006 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.464 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.484 0.484 0.484 0.273 0.273 0.273
Ast (sqmm) 327.32 577.99 327.32 327.32 327.32 327.32
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 327.32 577.99 327.32 327.32 327.32 327.32
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 339.3 339.3 339.3
Reinforcement Provided 3-T16 3-T16 3-T16 3-T12 3-T12 3-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.484 0.484 0.484
Vu (kN) 92.36 51.91 92.36
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 92.36 51.91 92.36
D+L 73.89 41.53 73.89
V (kN)
Mh (kNm) 58.46 58.46
Ms (kNm) 100.05 100.05
Sway-Right (kN) 12.24 103.17 135.53

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Sway-Left (kN) 135.53 20.11 12.24

Vu-Sway (kN) 135.53 103.17 135.53
Vud (kN) 135.53 103.17 135.53
Tv (N/sqmm) 1.09 0.83 1.09
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 135.53 103.17 135.53
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 904.51 688.57 904.51
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 311 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 104 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 208 mm

Right Section

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Spc5 = d / 4 = 104 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 450 mm
Web Depth = 450 <= 750 mm
Side Face Reinforcement not required.

Group : G27
Beam No : B79
Analysis Reference (Member) : 310 (0 m)
Beam Length : 3700 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design

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Beam Bottom Beam Top

Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 51.07 96.52 51.07 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 51.07 96.52 51.07 0 0 0
MuLim (kNm) 119 119 119 119 119 119
R 1.716 3.242 1.716 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.425 0.873 0.425 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.997 0.997 0.997 0.359 0.359 0.359
Ast (sqmm) 401.24 825.04 401.24 248.45 248.45 248.45
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 401.24 825.04 401.24 248.45 248.45 248.45
(sqmm)
AstPrv (sqmm) 942.48 942.48 942.48 339.3 339.3 339.3
Reinforcement Provided 3-T20 3-T20 3-T20 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required

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D = AstCrack = Area of reinforcement required for Crackwidth

Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.997 0.997 0.997
Vu (kN) 93.69 54.86 93.69
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 93.69 54.86 93.69
D+L 74.95 43.89 74.95
V (kN)
Mh (kNm) 43.7 43.7
Ms (kNm) 107.57 107.57
Sway-Right (kN) 13.57 105.27 136.33
Sway-Left (kN) 136.33 17.49 13.57
Vu-Sway (kN) 136.33 105.27 136.33
Vud (kN) 136.33 105.27 136.33
Tv (N/sqmm) 1.44 1.11 1.44
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 136.33 105.27 136.33
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -

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Asv Torsion Prv (sqmm) - - -

Asv Reqd (sqmm/m) 1198.74 925.65 1198.74
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 1436.29 957.52 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G28
Beam No : B80
Analysis Reference (Member) : 7 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 24.4 39.08 25.57 75.44 6.01 44.94
Tu (kNm) 0.45 0 0 0 0 0
MTu (kNm) 0.57 0 0 0 0 0
Mud (kNm) 24.98 39.08 25.57 75.44 6.01 44.94
MuLim (kNm) 119 119 119 119 119 119
R 0.839 1.313 0.859 2.534 0.202 1.51

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.359 0.343 0.359 0.713 0.263 0.399
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.479 0.479 0.479 0.718 0.479 0.479
Ast (sqmm) 248.45 301.28 248.45 618.36 248.45 349.62
AstDuctile (sqmm) (E) 339.3 169.65 339.3 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 339.3 324.45 339.3 673.86 232.67 377.1
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 678.6 452.4 452.4
4-T12 4-T12 4-T12 4-T12 4-T12 4-T12
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 14 14 15

Critical L/C - RCDC 4 4 5
PtPrv (%) 0.718 0.479 0.479
Vu (kN) 93.86 57.59 92.62
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 93.86 57.59 92.62
D+L 73.82 41.6 73.96
V (kN)
Mh (kNm) 81.8 57.02
Ms (kNm) 57.02 57.02
Sway-Right (kN) 28.84 86.57 118.93
Sway-Left (kN) 128.56 13.14 19.21
Vu-Sway (kN) 128.56 86.57 118.93
Vud (kN) 128.56 86.57 118.93
Tv (N/sqmm) 1.36 0.92 1.26
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 128.56 86.57 118.93
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1170.61 866.83 1087.46
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm

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Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G29
Beam No : B81
Analysis Reference (Member) : 25 (0 m)
Beam Length : 5150 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 - - 15 11
Critical L/C - RCDC 1 1 - - 5 1
Mu (kNm) 50.17 86.78 - - 8.32 140.45
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 50.17 86.78 0 0 8.32 140.45
MuLim (kNm) 119 119 119 119 119 119
R 1.685 2.915 0 0 0.28 4.718
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.45 0.843 0.745 0.372 0.372 1.428
Pcclc (%) (C) 0 0 0 0 0 0.207
PtPrv (%) 0.479 0.957 0.957 0.479 0.479 1.489
Ast (sqmm) 393.57 727.04 248.45 248.45 248.45 1247.62
AstDuctile (sqmm) (E) 351.86 351.86 703.71 351.86 351.86 351.86
AstFinal (Max(Ast, AstDuctile)) 425.15 796.3 703.71 351.86 351.86 1349.24
(sqmm)
AstPrv (sqmm) 452.4 904.8 904.8 452.4 452.4 1407.42
4-T12 4-T12 4-T12 4-T12 4-T12 4-T16
Reinforcement Provided
4-T12 4-T12 3-T16

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.479 1.489 1.489
Vu (kN) 62.73 103.6 117.29
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 62.73 103.6 117.29
D+L 26.78 106.29 117.24
V (kN)
Mh (kNm) 57.02 159.91
Ms (kNm) 57.02 104.1

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Sway-Right (kN) 90.05 43.01 53.97

Sway-Left (kN) 20.21 153.28 164.23
Vu-Sway (kN) 90.05 153.28 164.23
Vud (kN) 90.05 153.28 164.23
Tv (N/sqmm) 0.95 1.62 1.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 90.05 153.28 164.23
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 798.02 1406.78 1509.63
SvCalc (mm) 70 140 70
SvPrv (mm) 70 140 70
Asv Total Prv (sqmm) 2872.57 1436.29 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

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Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G30
Beam No : B82
Analysis Reference (Member) : 35 (0 m)
Beam Length : 3700 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 16.96 32.68 22.18 83.24 10.45 75.45
Tu (kNm) 0.41 0.29 0.12 0.12 0 0.36
MTu (kNm) 0.52 0.37 0.16 0.16 0 0.46
Mud (kNm) 17.48 33.05 22.34 83.4 10.45 75.91
MuLim (kNm) 104 104 104 104 104 104
R 0.67 1.266 0.856 3.194 0.4 2.907
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.454 0.307 0.454 0.857 0.263 0.767
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.511 0.511 0.511 0.909 0.682 0.909
Ast (sqmm) 232.67 271.51 232.67 758.87 232.67 678.71
AstDuctile (sqmm) (E) 402.12 201.06 402.12 201.06 201.06 201.06
AstFinal (Max(Ast, AstDuctile)) 402.12 271.51 402.12 758.87 232.67 678.71
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 804.24 603.18 804.24
Reinforcement Provided 4-T12 4-T12 4-T12 4-T16 3-T16 4-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement

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C = Pcclc = % area of compression reinforcement required

D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 15 15
Critical L/C - RCDC 1 5 5
PtPrv (%) 0.909 0.682 0.909
Vu (kN) 97.56 57.12 91.95
Tu (kNm) 0.29 0.36 0.36
VTu (kN) 1.53 1.92 1.92
Vut (kN) 99.1 59.04 93.87
D+L 74.52 44.32 75.38
V (kN)
Mh (kNm) 87.49 87.49
Ms (kNm) 53.08 53.08
Sway-Right (kN) 13.96 104.88 135.94
Sway-Left (kN) 135.08 16.24 14.82
Vu-Sway (kN) 135.08 104.88 135.94
Vud (kN) 135.08 104.88 135.94
Tv (N/sqmm) 1.53 1.19 1.54
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 135.08 104.88 135.94
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) 392.579 237.812 373.692

Asv Torsion Prv (sqmm) 1436.29 1005.4 1436.29
Asv Reqd (sqmm/m) 1268.22 984.66 1276.27
SvCalc (mm) 70 100 70
SvPrv (mm) 70 100 70
Asv Total Prv (sqmm) 1436.29 1005.4 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G30
Beam No : B83
Analysis Reference (Member) : 44 (0 m)
Beam Length : 2000 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 23 22 14 14 15
Critical L/C - RCDC 13 13 12 4 4 5

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Mu (kNm) 34.64 20.6 32.93 52.86 24.72 40.68

Tu (kNm) 0.41 0.41 0.16 0.34 0.34 0.6
MTu (kNm) 0.52 0.52 0.2 0.44 0.44 0.76
Mud (kNm) 35.16 21.12 33.13 53.3 25.16 41.44
MuLim (kNm) 104 104 104 104 104 104
R 1.347 0.809 1.269 2.041 0.964 1.587
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.454 0.263 0.308 0.513 0.263 0.39
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.511 0.511 0.511 0.909 0.511 0.511
Ast (sqmm) 289.92 232.67 272.15 454.4 232.67 345.56
AstDuctile (sqmm) (E) 402.12 201.06 226.2 201.06 201.06 201.06
AstFinal (Max(Ast, AstDuctile)) 402.12 232.67 272.15 454.4 232.67 345.56
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 804.24 452.4 452.4
Reinforcement Provided 4-T12 4-T12 4-T12 4-T16 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing

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Max(50% of Ast provided at top, 25% of max Ast

AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.909 0.511 0.511
Vu (kN) 58.16 45.8 40.58
Tu (kNm) 0.34 0.34 0.6
VTu (kN) 1.83 1.83 3.18
Vut (kN) 60 47.64 43.76
D+L 18.07 3.7 7.2
V (kN)
Mh (kNm) 87.49 53.08
Ms (kNm) 53.08 53.08
Sway-Right (kN) 73.4 87.76 98.67
Sway-Left (kN) 139.18 124.82 113.91
Vu-Sway (kN) 139.18 124.82 113.91
Vud (kN) 139.18 124.82 113.91
Tv (N/sqmm) 1.57 1.41 1.29
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 139.18 124.82 113.91
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 241.219 190.079 180.167
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1306.72 1171.89 1069.47
SvCalc (mm) 70 85 85
SvPrv (mm) 70 85 70

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Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G30
Beam No : B84
Analysis Reference (Member) : 59 (0 m)
Beam Length : 1850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 15 14 14 22
Critical L/C - RCDC 13 5 5 4 4 12
Mu (kNm) 13.02 14.74 10.46 33.86 15.86 1.23
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 13.02 14.74 10.46 33.86 15.86 1.23
MuLim (kNm) 104 104 104 104 104 104
R 0.499 0.564 0.401 1.297 0.607 0.047

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.263 0.263 0.263 0.315 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.383 0.383 0.383 0.511 0.511 0.511
Ast (sqmm) 232.67 232.67 232.67 278.55 232.67 232.67
AstDuctile (sqmm) (E) 226.2 113.1 226.2 113.1 113.1 113.1
AstFinal (Max(Ast, AstDuctile)) 232.67 232.67 232.67 278.55 232.67 232.67
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 14 14 15

Critical L/C - RCDC 4 4 5
PtPrv (%) 0.511 0.511 0.383
Vu (kN) 45.07 13.62 28.76
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 45.07 13.62 28.76
D+L 21.65 5.41 24.25
V (kN)
Mh (kNm) 53.08 53.08
Ms (kNm) 40.74 40.74
Sway-Right (kN) 61.75 88.81 107.65
Sway-Left (kN) 105.05 77.99 62.34
Vu-Sway (kN) 105.05 88.81 107.65
Vud (kN) 105.05 88.81 107.65
Tv (N/sqmm) 1.19 1 1.22
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 105.05 88.81 107.65
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 986.33 833.85 1010.71
SvCalc (mm) 70 120 70
SvPrv (mm) 70 120 70
Asv Total Prv (sqmm) 1436.29 837.83 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm

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Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G31
Beam No : B85
Analysis Reference (Member) : 82 (0 m)
Beam Length : 2000 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456

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Beam Type : Regular Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 14 22 22 23 15 15
Critical L/C - RCDC 4 12 12 13 5 5
Mu (kNm) 6.7 13.11 13.64 5.15 24 38.39
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 6.7 13.11 13.64 5.15 24 38.39
MuLim (kNm) 99 99 99 99 99 99
R 0.27 0.528 0.55 0.208 0.968 1.548
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.2 0.2 0.2 0.2 0.231 0.38
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.299 0.299 0.299 0.299 0.299 0.431
AstCalc (sqmm) 157.5 157.5 157.5 157.5 182.22 299.21
AstPrv (sqmm) 235.62 235.62 235.62 235.62 235.62 339.3
Reinforcement Provided 3-T10 3-T10 3-T10 3-T10 3-T10 3-T12

Note: Calculation of Ast

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AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.299 0.299 0.431
Vu (kN) 14.86 24.96 30.21
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 14.85 24.96 30.21
Tv (N/sqmm) 0.19 0.32 0.38
Tc (N/sqmm) 0.4 0.4 0.47
Vc (kN) 31.43 31.43 36.75
Vus=Vut-Vc (kN) 0 0 0
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 276.97 276.97 276.97
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G32
Beam No : B86
Analysis Reference (Member) : 100 (0 m)
Beam Length : 4780 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 22.54 51.19 22.49 97.86 2.56 56.35
Tu (kNm) 0.54 0.21 0.14 0.14 0 0.16
MTu (kNm) 0.69 0.27 0.18 0.18 0 0.2
Mud (kNm) 23.23 51.46 22.67 98.04 2.56 56.55
MuLim (kNm) 104 104 104 104 104 104
R 0.89 1.971 0.868 3.755 0.098 2.166
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.532 0.494 0.532 1.047 0.266 0.548
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.625 0.511 0.767 1.065 0.383 0.682
Ast (sqmm) 232.67 437.15 232.67 926.49 232.67 485.26
AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 437.15 471.24 926.49 235.62 485.26
(sqmm)
AstPrv (sqmm) 552.94 452.4 678.6 942.48 339.3 603.18
4-T12 4-T12 4-T12 3-T20 3-T12 3-T16
Reinforcement Provided
2-T8 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for

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Bending Moment and Min % area of flexural

B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.065 1.065 0.682
Vu (kN) 110.16 80.85 106.28
Tu (kNm) 0.21 0.21 0.21
VTu (kN) 1.12 1.12 1.12
Vut (kN) 111.28 81.97 107.39
D+L 87.28 63.84 85.87
V (kN)
Mh (kNm) 99.37 68.57
Ms (kNm) 63.53 75.9
Sway-Right (kN) 45.06 21.61 128.09
Sway-Left (kN) 143.3 119.86 29.85
Vu-Sway (kN) 143.3 119.86 128.09
Vud (kN) 143.3 119.86 128.09
Tv (N/sqmm) 1.62 1.35 1.45
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 143.3 119.86 128.09

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Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 444.871 319.476 423.298
Asv Torsion Prv (sqmm) 2234.22 1182.82 1436.29
Asv Reqd (sqmm/m) 1345.46 1125.32 1202.62
SvCalc (mm) 45 85 70
SvPrv (mm) 45 85 70
Asv Total Prv (sqmm) 2234.22 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 45 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G32
Beam No : B87
Analysis Reference (Member) : 119 (0 m)
Beam Length : 2747 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 14 15

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Critical L/C - RCDC 13 4 12 4 4 5

Mu (kNm) 21.44 17.14 28.46 50.06 20.63 31.8
Tu (kNm) 0 0.11 0 0.11 0.11 0.12
MTu (kNm) 0 0.14 0 0.14 0.14 0.15
Mud (kNm) 21.44 17.27 28.46 50.19 20.77 31.95
MuLim (kNm) 104 104 104 104 104 104
R 0.821 0.662 1.09 1.923 0.795 1.224
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.532 0.266 0.341 0.481 0.266 0.296
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.767 0.511 0.511 0.682 0.682 0.682
Ast (sqmm) 232.67 232.67 232.67 425.39 232.67 262
AstDuctile (sqmm) (E) 471.24 235.62 301.59 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 235.62 301.59 425.39 235.62 262
(sqmm)
AstPrv (sqmm) 678.6 452.4 452.4 603.18 603.18 603.18
4-T12 4-T12 4-T12 3-T16 3-T16 3-T16
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
E = AstDuctile =
Area of reinforcement as per ductile detailing

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requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.682 0.682 0.682
Vu (kN) 45.03 37.05 37.33
Tu (kNm) 0.11 0.11 0.12
VTu (kN) 0.57 0.57 0.62
Vut (kN) 45.6 37.61 37.95
D+L 28.14 19.4 11.95
V (kN)
Mh (kNm) 68.57 68.57
Ms (kNm) 75.9 53.08
Sway-Right (kN) 115.24 106.5 75.98
Sway-Left (kN) 45.2 53.95 85.3
Vu-Sway (kN) 115.24 106.5 85.3
Vud (kN) 115.24 106.5 85.3
Tv (N/sqmm) 1.3 1.2 0.96
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 115.24 106.5 85.3
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 180.102 148.957 150.505
Asv Torsion Prv (sqmm) 1436.29 1005.4 1436.29
Asv Reqd (sqmm/m) 1081.99 999.92 800.86

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SvCalc (mm) 70 100 70

SvPrv (mm) 70 100 70
Asv Total Prv (sqmm) 1436.29 1005.4 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm

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Web Depth = 350 <= 750 mm

Side Face Reinforcement not required.

Group : G32
Beam No : B88
Analysis Reference (Member) : 343 (0 m)
Beam Length : 3570 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 14 14 22 15
Critical L/C - RCDC 13 5 4 4 12 5
Mu (kNm) 12.05 15.73 15.16 44.04 11.11 37.13
Tu (kNm) 0.18 0.1 0.46 0.46 0.39 0.1
MTu (kNm) 0.22 0.13 0.59 0.59 0.5 0.13
Mud (kNm) 12.28 15.87 15.75 44.63 11.61 37.26

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MuLim (kNm) 104 104 104 104 104 104

R 0.47 0.608 0.603 1.709 0.445 1.427
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.341 0.263 0.263 0.423 0.263 0.348
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.383 0.383 0.383 0.682 0.383 0.383
Ast (sqmm) 232.67 232.67 232.67 374.29 232.67 308.38
AstDuctile (sqmm) (E) 301.59 150.79 169.65 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 232.67 232.67 374.29 232.67 308.38
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

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Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.682 0.383 0.383
Vu (kN) 42.68 31.44 39.37
Tu (kNm) 0.46 0.46 0.1
VTu (kN) 2.46 2.46 0.56
Vut (kN) 45.13 33.9 39.93
VD+L (kN) 29.19 18.18 28.97
Mh (kNm) 68.57 40.74
Ms (kNm) 40.74 40.74
Sway-Right (kN) 6.51 17.53 64.68
Sway-Left (kN) 77.09 66.07 21.31
Vu-Sway (kN) 77.09 66.07 64.68
Vud (kN) 77.09 66.07 64.68
Tv (N/sqmm) 0.87 0.75 0.73
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 77.09 66.07 64.68
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 185.679 139.582 155.678
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 723.81 620.36 607.22
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

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Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G33

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Beam No : B89
Analysis Reference (Member) : 304 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 51.97 96.23 51.97 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 51.97 96.23 51.97 0 0 0
MuLim (kNm) 119 119 119 119 119 119
R 1.746 3.233 1.746 0 0 0
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.433 0.87 0.433 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0

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PtPrv (%) 0.997 0.997 0.997 0.359 0.359 0.359

Ast (sqmm) 408.94 822.04 408.94 248.45 248.45 248.45
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 408.94 822.04 408.94 248.45 248.45 248.45
(sqmm)
AstPrv (sqmm) 942.48 942.48 942.48 339.3 339.3 339.3
Reinforcement Provided 3-T20 3-T20 3-T20 3-T12 3-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.997 0.997 0.997

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Vu (kN) 92.36 51.91 92.36

Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 92.36 51.91 92.36
D+L 73.89 41.53 73.89
V (kN)
Mh (kNm) 43.7 43.7
Ms (kNm) 107.57 107.57
Sway-Right (kN) 15.06 100.36 132.71
Sway-Left (kN) 132.71 17.3 15.06
Vu-Sway (kN) 132.71 100.36 132.71
Vud (kN) 132.71 100.36 132.71
Tv (N/sqmm) 1.4 1.06 1.4
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 132.71 100.36 132.71
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1166.9 882.4 1166.9
SvCalc (mm) 70 110 70
SvPrv (mm) 70 110 70
Asv Total Prv (sqmm) 1436.29 914 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility

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Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G34
Beam No : B90
Analysis Reference (Member) : 64 (0 m)
Beam Length : 2800 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm

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Grade Of Steel (Main) : Fe500 N/sqmm

Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 14 14 14 15
Critical L/C - RCDC 13 4 4 4 4 5
Mu (kNm) 29.08 16.69 30.7 34.42 15.87 31.4
Tu (kNm) 0.29 0.36 0.36 0.36 0.36 0.46
MTu (kNm) 0.41 0.51 0.51 0.51 0.51 0.64
Mud (kNm) 29.5 17.2 31.21 34.93 16.38 32.04
MuLim (kNm) 99 99 99 99 99 99
R 1.189 0.693 1.258 1.408 0.66 1.292
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.287 0.263 0.305 0.344 0.263 0.313
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.431 0.431 0.431 0.431 0.431 0.431
Ast (sqmm) 226.14 207.04 240.02 270.51 207.04 246.77
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 226.14 207.04 240.02 270.51 207.04 246.77
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

Note: Calculation of Ast

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AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.431 0.431 0.431
Vu (kN) 27.6 22.57 25.46
Tu (kNm) 0.36 0.46 0.46
VTu (kN) 2.31 2.92 2.92
Vut (kN) 29.91 25.49 28.38
D+L 3.3 1.32 3.63
V (kN)
Mh (kNm) 43.14 43.14
Ms (kNm) 43.14 43.14
Sway-Right (kN) 45.01 49.63 51.94
Sway-Left (kN) 51.62 47 45.26
Vu-Sway (kN) 51.62 49.63 51.94

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Vud (kN) 51.62 49.63 51.94

Tv (N/sqmm) 0.66 0.63 0.66
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 51.62 49.63 51.94
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 124.638 110.171 121.278
Asv Torsion Prv (sqmm) 1436.29 648.65 1436.29
Asv Reqd (sqmm/m) 453.86 436.38 456.69
SvCalc (mm) 70 155 70
SvPrv (mm) 70 155 70
Asv Total Prv (sqmm) 1436.29 648.65 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section

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Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G35
Beam No : B91
Analysis Reference (Member) : 313 (0 m)
Beam Length : 3700 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 51.13 96.68 51.13 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 51.13 96.68 51.13 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 2.061 3.897 2.061 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.519 1.098 0.519 0.2 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 1.247 1.247 1.247 0.299 0.299 0.299
AstCalc (sqmm) 408.7 864.53 408.7 157.5 157.5 157.5
AstPrv (sqmm) 981.74 981.74 981.74 235.62 235.62 235.62
Reinforcement Provided 2-T25 2-T25 2-T25 3-T10 3-T10 3-T10

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

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Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 93.79 36.93 93.79
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 93.79 36.93 93.79
Tv (N/sqmm) 1.19 0.47 1.19
Tc (N/sqmm) 0.71 0.71 0.71
Vc (kN) 56.12 56.12 56.12
Vus=Vut-Vc (kN) 37.67 0 37.67
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 331.2 276.97 331.2
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

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Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G36
Beam No : B92
Analysis Reference (Member) : 325 (0 m)
Beam Length : 4780 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 95.8 182.81 95.8 - - -
Tu (kNm) 0 0 0 0 0 0

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MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 95.8 182.81 95.8 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 3.862 7.369 3.862 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 1.085 2.006 1.085 0.2 0.2 0.2
Pcclc (%) (C) 0 0.963 0 0 0 0
PtPrv (%) 2.043 2.043 2.043 1.247 1.247 1.247
AstCalc (sqmm) 854.39 1579.62 854.39 157.5 157.5 157.5
AstPrv (sqmm) 1608.5 1608.5 1608.5 981.74 981.74 981.74
Reinforcement Provided 2-T32 2-T32 2-T32 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 2.043 2.043 2.043
Vu (kN) 134.82 58 134.82
Tu (kNm) 0 0 0

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VTu (kN) 0 0 0
Vut (kN) 134.82 58 134.82
Tv (N/sqmm) 1.71 0.74 1.71
Tc (N/sqmm) 0.85 0.85 0.85
Vc (kN) 66.87 66.87 66.87
Vus=Vut-Vc (kN) 67.95 0 67.95
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 597.49 276.97 597.49
SvCalc (mm) 165 235 165
SvPrv (mm) 165 235 165
Asv Total Prv (sqmm) 609.33 427.83 609.33

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G37

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Beam No : B93
Analysis Reference (Member) : 332 (0 m)
Beam Length : 3570 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 47.24 89.45 47.24 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 47.24 89.45 47.24 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 1.904 3.606 1.904 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.476 0.995 0.476 0.2 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0

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PtPrv (%) 1.247 1.247 1.247 0.299 0.299 0.299

AstCalc (sqmm) 374.59 783.27 374.59 157.5 157.5 157.5
AstPrv (sqmm) 981.74 981.74 981.74 235.62 235.62 235.62
Reinforcement Provided 2-T25 2-T25 2-T25 3-T10 3-T10 3-T10

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 89.81 34.24 89.81
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 89.81 34.24 89.81
Tv (N/sqmm) 1.14 0.43 1.14
Tc (N/sqmm) 0.71 0.71 0.71
Vc (kN) 56.12 56.12 56.12
Vus=Vut-Vc (kN) 33.69 0 33.69
Legs 2 2 2

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Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 296.23 276.97 296.23
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G38
Beam No : B94
Analysis Reference (Member) : 8 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 25.77 39.11 27.69 79.58 7.92 47.26
Tu (kNm) 0.49 0 0 0 0 0.11
MTu (kNm) 0.63 0 0 0 0 0.14
Mud (kNm) 26.39 39.11 27.69 79.58 7.92 47.39
MuLim (kNm) 119 119 119 119 119 119
R 0.887 1.314 0.93 2.674 0.266 1.592
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.419 0.344 0.419 0.759 0.263 0.423
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.479 0.479 0.479 0.838 0.479 0.479
Ast (sqmm) 248.45 301.53 248.45 657.41 248.45 370.17
AstDuctile (sqmm) (E) 395.85 197.92 395.85 197.92 197.92 197.92
AstFinal (Max(Ast, AstDuctile)) 395.85 324.72 395.85 717.66 232.67 399.54
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 791.7 452.4 452.4
4-T12 4-T12 4-T12 4-T12 4-T12 4-T12
Reinforcement Provided
3-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.838 0.479 0.479
Vu (kN) 96.03 59.76 94.05
Tu (kNm) 0 0 0.11
VTu (kN) 0 0 0.57
Vut (kN) 96.03 59.76 94.62
D+L 73.78 41.42 73.99
V (kN)
Mh (kNm) 93.26 57.02
Ms (kNm) 57.02 57.02

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Sway-Right (kN) 28.81 3.55 118.97

Sway-Left (kN) 133.04 100.69 14.73
Vu-Sway (kN) 133.04 100.69 118.97
Vud (kN) 133.04 100.69 118.97
Tv (N/sqmm) 1.41 1.07 1.26
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 133.04 100.69 118.97
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 366.107
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 1209.04 905.26 1087.81
SvCalc (mm) 70 110 70
SvPrv (mm) 70 110 70
Asv Total Prv (sqmm) 1436.29 914 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G39
Beam No : B95
Analysis Reference (Member) : 307 (0 m)
Beam Length : 3850 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm

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Side Clear Cover : 25 mm

Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 51.88 96.01 51.88 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 51.88 96.01 51.88 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 2.091 3.87 2.091 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.527 1.088 0.527 0.2 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 1.247 1.247 1.247 0.299 0.299 0.299
AstCalc (sqmm) 415.3 856.85 415.3 157.5 157.5 157.5
AstPrv (sqmm) 981.74 981.74 981.74 235.62 235.62 235.62
Reinforcement Provided 2-T25 2-T25 2-T25 3-T10 3-T10 3-T10

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 92.21 34.51 92.21
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 92.21 34.51 92.21
Tv (N/sqmm) 1.17 0.44 1.17
Tc (N/sqmm) 0.71 0.71 0.71
Vc (kN) 56.12 56.12 56.12
Vus=Vut-Vc (kN) 36.09 0 36.09
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 317.29 276.97 317.29
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

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SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G40
Beam No : B96
Analysis Reference (Member) : 27 (0 m)
Beam Length : 5150 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 - - 15 11

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Critical L/C - RCDC 1 1 - - 5 1

Mu (kNm) 50.25 87 - - 9.34 140.11
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 50.25 86.99 0 0 9.34 140.11
MuLim (kNm) 99 99 99 99 99 99
R 2.026 3.507 0 0 0.376 5.648
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.509 0.961 0.2 0.2 0.2 1.561
Pcclc (%) (C) 0 0 0 0 0 0.473
PtPrv (%) 1.247 1.247 1.247 1.247 1.247 2.043
AstCalc (sqmm) 400.87 756.66 157.5 157.5 157.5 1229.09
AstPrv (sqmm) 981.74 981.74 981.74 981.74 981.74 1608.5
Reinforcement Provided 2-T25 2-T25 2-T25 2-T25 2-T25 2-T32

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1

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PtPrv (%) 1.247 1.247 2.043

Vu (kN) 62.81 49.93 117.24
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 62.81 49.93 117.24
Tv (N/sqmm) 0.8 0.63 1.49
Tc (N/sqmm) 0.71 0.71 0.85
Vc (kN) 56.12 56.12 66.87
Vus=Vut-Vc (kN) 6.69 0 50.37
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 276.97 276.97 442.89
SvCalc (mm) 235 235 225
SvPrv (mm) 235 235 225
Asv Total Prv (sqmm) 427.83 427.83 446.84

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G41
Beam No : B97
Analysis Reference (Member) : 36 (0 m)
Beam Length : 3700 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 18.34 33.04 24.84 88.56 12.82 49.69
Tu (kNm) 0.15 0 0 0 0 0.11
MTu (kNm) 0.21 0 0 0 0 0.16
Mud (kNm) 18.55 33.04 24.84 88.56 12.82 49.85
MuLim (kNm) 87 87 87 87 87 87
R 0.853 1.519 1.142 4.071 0.589 2.291
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

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Ptclc (%) (B') 0.639 0.372 0.639 1.155 0.319 0.584

Pcclc (%) (C) 0 0 0 0.027 0 0
PtPrv (%) 0.673 0.46 0.767 1.278 0.818 0.818
Ast (sqmm) 193.89 274.63 202.96 851.55 193.89 430.56
AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 274.63 471.24 851.56 235.62 430.56
(sqmm)
AstPrv (sqmm) 496.38 339.3 565.5 942.48 603.18 603.18
3-T12 3-T12 3-T12 3-T20 3-T16 3-T16
Reinforcement Provided
2-T10 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15

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Critical L/C - RCDC 4 4 5

PtPrv (%) 1.278 0.818 0.818
Vu (kN) 99.56 64.65 92.99
Tu (kNm) 0 0 0.11
VTu (kN) 0 0 0.73
Vut (kN) 99.56 64.65 93.72
D+L 74.5 43.34 75.57
V (kN)
Mh (kNm) 98.05 66.8
Ms (kNm) 56.52 63.25
Sway-Right (kN) 21.78 9.37 128.28
Sway-Left (kN) 143.45 112.3 6.61
Vu-Sway (kN) 143.45 112.3 128.28
Vud (kN) 143.45 112.3 128.28
Tv (N/sqmm) 1.95 1.52 1.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 143.45 112.3 128.28
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 368.778
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 1346.84 1054.32 1204.41
SvCalc (mm) 60 95 70
SvPrv (mm) 60 95 70
Asv Total Prv (sqmm) 1675.67 1058.32 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

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For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G41
Beam No : B98
Analysis Reference (Member) : 45 (0 m)
Beam Length : 2000 mm

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Breadth (B) : 250 mm

Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 14 14 14 23
Critical L/C - RCDC 13 4 4 4 4 13
Mu (kNm) 40.13 23.96 38.46 59.57 28.55 37.18
Tu (kNm) 0.2 0.16 0.16 0.16 0.16 0.2
MTu (kNm) 0.29 0.23 0.23 0.23 0.23 0.29
Mud (kNm) 40.42 24.18 38.69 59.8 28.78 37.47
MuLim (kNm) 87 87 87 87 87 87
R 1.858 1.111 1.778 2.749 1.323 1.722
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.639 0.319 0.441 0.718 0.321 0.426
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.767 0.46 0.46 0.818 0.46 0.46
Ast (sqmm) 341.45 197.28 325.56 529.73 237 314.47
AstDuctile (sqmm) (E) 471.24 235.62 282.75 235.62 235.62 235.62

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AstFinal (Max(Ast, AstDuctile)) 471.24 235.62 325.56 529.73 237 314.47

(sqmm)
AstPrv (sqmm) 565.5 339.3 339.3 603.18 339.3 339.3
3-T12 3-T12 3-T12 3-T16 3-T12 3-T12
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.818 0.46 0.46
Vu (kN) 63.49 54.88 51.3
Tu (kNm) 0.16 0.16 0.3
1.02 1.02 1.89

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VTu (kN)
Vut (kN) 64.51 55.9 53.19
D+L 10.97 4.14 13.78
V (kN)
Mh (kNm) 66.8 40.19
Ms (kNm) 63.25 40.19
Sway-Right (kN) 76.79 91.9 101.54
Sway-Left (kN) 101.75 86.64 77.56
Vu-Sway (kN) 101.75 91.9 101.54
Vud (kN) 101.75 91.9 101.54
Tv (N/sqmm) 1.38 1.25 1.38
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 101.75 91.9 101.54
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 256.143 219.287 212.46
Asv Torsion Prv (sqmm) 1436.29 874.26 1436.29
Asv Reqd (sqmm/m) 955.31 864.75 953.38
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm

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Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G42
Beam No : B99
Analysis Reference (Member) : 75 (0 m)
Beam Length : 2000 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 23 15
Critical L/C - RCDC 13 4 12 4 13 5
Mu (kNm) 38.01 25.86 44.68 48.21 22.22 46.59
Tu (kNm) 0 0.27 0.18 0.27 0 0.18
MTu (kNm) 0 0.38 0.25 0.38 0 0.25
Mud (kNm) 38.01 26.24 44.93 48.59 22.22 46.84
MuLim (kNm) 87 87 87 87 87 87
R 1.747 1.206 2.065 2.233 1.021 2.153
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.383 0.292 0.52 0.567 0.263 0.545
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.46 0.46 0.767 0.767 0.46 0.818
Ast (sqmm) 319.35 215.01 383.53 418.41 193.89 401.64
AstDuctile (sqmm) (E) 282.75 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 282.75 215.01 383.53 418.41 193.89 401.64
(sqmm)
AstPrv (sqmm) 339.3 339.3 565.5 565.5 339.3 603.18
3-T12 3-T12 3-T12 3-T12 3-T12 3-T16
Reinforcement Provided
2-T12 2-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 14
Critical L/C - RCDC 4 4 4
PtPrv (%) 0.767 0.46 0.46
Vu (kN) 57.19 48.58 43.86
Tu (kNm) 0.27 0.27 0.27
VTu (kN) 1.72 1.72 1.72
Vut (kN) 58.91 50.3 45.57
D+L 11.77 2.13 3.34
V (kN)
Mh (kNm) 63.25 66.8
Ms (kNm) 40.19 63.25

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Sway-Right (kN) 79 88.65 94.12

Sway-Left (kN) 119.1 109.45 103.99
Vu-Sway (kN) 119.1 109.45 103.99
Vud (kN) 119.1 109.45 103.99
Tv (N/sqmm) 1.61 1.48 1.41
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 119.1 109.45 103.99
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 233.725 200.605 185.304
Asv Torsion Prv (sqmm) 1436.29 1058.32 1436.29
Asv Reqd (sqmm/m) 1118.21 1027.65 976.32
SvCalc (mm) 70 95 95
SvPrv (mm) 70 95 70
Asv Total Prv (sqmm) 1436.29 1058.32 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G43
Beam No : B100
Analysis Reference (Member) : 109 (0 m)
Beam Length : 2748 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm

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Side Clear Cover : 25 mm

Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 22 14 22 15
Critical L/C - RCDC 13 5 12 4 12 5
Mu (kNm) 34.72 21.82 29.57 49.32 19.93 52.16
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 34.72 21.82 29.57 49.32 19.93 52.16
MuLim (kNm) 87 87 87 87 87 87
R 1.596 1.003 1.359 2.267 0.916 2.397
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.409 0.319 0.639 0.577 0.319 0.614
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.46 0.46 0.767 0.818 0.818 1.278
Ast (sqmm) 289.64 193.89 243.93 425.41 193.89 453.08
AstDuctile (sqmm) (E) 301.59 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 301.59 235.62 471.24 425.4 235.62 453.08
(sqmm)
AstPrv (sqmm) 339.3 339.3 565.5 603.18 603.18 942.48
3-T12 3-T12 3-T12 3-T16 3-T16 3-T20
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.818 0.818 1.278
Vu (kN) 45.78 40.78 49.42
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 45.78 40.78 49.42
D+L 22.42 12.21 21.78
V (kN)
Mh (kNm) 66.8 98.05
Ms (kNm) 40.19 63.25
Sway-Right (kN) 62.73 97.35 106.92
Sway-Left (kN) 102.52 67.89 59.18
Vu-Sway (kN) 102.52 97.35 106.92
Vud (kN) 102.52 97.35 106.92
Tv (N/sqmm) 1.39 1.32 1.45

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 102.52 97.35 106.92
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 962.52 914.03 1003.89
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 1436.29 957.52 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G43
Beam No : B101
Analysis Reference (Member) : 120 (0 m)
Beam Length : 3570 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5

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Mu (kNm) 21.35 35.06 26 78.87 10.28 44.08

Tu (kNm) 0.19 0 0.19 0.19 0.18 0.16
MTu (kNm) 0.27 0 0.27 0.27 0.26 0.22
Mud (kNm) 21.62 35.06 26.27 79.14 10.54 44.29
MuLim (kNm) 87 87 87 87 87 87
R 0.994 1.611 1.207 3.638 0.485 2.036
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.639 0.397 0.46 1.006 0.319 0.512
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.767 0.46 0.596 1.278 0.46 0.767
Ast (sqmm) 193.89 292.63 215.21 741.65 193.89 377.55
AstDuctile (sqmm) (E) 471.24 235.62 339.3 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 292.63 339.3 741.65 235.62 377.55
(sqmm)
AstPrv (sqmm) 565.5 339.3 439.84 942.48 339.3 565.5
3-T12 3-T12 3-T12 3-T20 3-T12 3-T12
Reinforcement Provided
2-T12 2-T8 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 1.278 0.46 0.767
Vu (kN) 95.47 61.53 90.24
Tu (kNm) 0.19 0.19 0.16
VTu (kN) 1.23 1.23 1
Vut (kN) 96.7 62.76 91.24
D+L 71.58 41.73 72.11
V (kN)
Mh (kNm) 98.05 63.25
Ms (kNm) 63.25 50.8
Sway-Right (kN) 16.58 96.73 127.11
Sway-Left (kN) 136.3 22.99 7.39
Vu-Sway (kN) 136.3 96.73 127.11
Vud (kN) 136.3 96.73 127.11
Tv (N/sqmm) 1.85 1.31 1.72
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 136.3 96.73 127.11
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 388.299 246.53 355.111
Asv Torsion Prv (sqmm) 1436.29 1005.4 2234.22
Asv Reqd (sqmm/m) 1279.67 994.44 1193.42
SvCalc (mm) 70 100 45

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SvPrv (mm) 70 100 45

Asv Total Prv (sqmm) 1436.29 1005.4 2234.22

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 45 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm

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Side Face Reinforcement not required.

Group : G44
Beam No : B102
Analysis Reference (Member) : 9 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 27 11 14 14 27 19
Critical L/C - RCDC 17 1 4 4 17 9
Mu (kNm) 2.96 41.13 26.06 82.09 12.26 91.09
Tu (kNm) 0.2 0.33 0.39 0.39 0.2 0.32
MTu (kNm) 0.25 0.42 0.5 0.5 0.25 0.41
Mud (kNm) 3.22 41.54 26.56 82.59 12.51 91.5
MuLim (kNm) 104 104 104 104 104 104

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R 0.123 1.591 1.018 3.163 0.479 3.505

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.447 0.391 0.532 0.848 0.266 0.96
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.511 0.511 0.767 0.895 0.383 1.065
Ast (sqmm) 232.67 346.44 232.67 750.09 232.67 849.7
AstDuctile (sqmm) (E) 395.85 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 395.85 346.44 471.24 750.09 235.62 849.7
(sqmm)
AstPrv (sqmm) 452.4 452.4 678.6 791.7 339.3 942.48
4-T12 4-T12 4-T12 4-T12 3-T12 3-T20
Reinforcement Provided
2-T12 3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 14 14 19
Critical L/C - RCDC 4 4 9
PtPrv (%) 0.895 0.383 1.065
Vu (kN) 98.7 62.43 102.61
Tu (kNm) 0.4 0.4 0.32
VTu (kN) 2.1 2.1 1.71
Vut (kN) 100.81 64.54 104.33
D+L 78.49 45.87 78.22
V (kN)
Mh (kNm) 86.37 99.37
Ms (kNm) 53.08 75.9
Sway-Right (kN) 17.07 107.29 139.64
Sway-Left (kN) 143.86 19.51 12.85
Vu-Sway (kN) 143.86 107.29 139.64
Vud (kN) 143.86 107.29 139.64
Tv (N/sqmm) 1.63 1.21 1.58
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 143.86 107.29 139.64
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 395.642 256.105 419.845
Asv Torsion Prv (sqmm) 1436.29 1058.32 1436.29
Asv Reqd (sqmm/m) 1350.67 1046.9 1311.08
SvCalc (mm) 70 95 70
SvPrv (mm) 70 95 70
Asv Total Prv (sqmm) 1436.29 1058.32 1436.29

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 221 mm

Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G45
Beam No : B103

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Analysis Reference (Member) : 316 (0 m)

Beam Length : 3700 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 51.18 96.79 51.18 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 51.18 96.79 51.18 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 2.063 3.902 2.063 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.519 1.099 0.519 0.2 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 1.247 1.247 1.247 0.299 0.299 0.299

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AstCalc (sqmm) 409.1 865.83 409.1 157.5 157.5 157.5

AstPrv (sqmm) 981.74 981.74 981.74 235.62 235.62 235.62
Reinforcement Provided 2-T25 2-T25 2-T25 3-T10 3-T10 3-T10

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 93.86 36.84 93.86
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 93.86 36.84 93.86
Tv (N/sqmm) 1.19 0.47 1.19
Tc (N/sqmm) 0.71 0.71 0.71
Vc (kN) 56.12 56.12 56.12
Vus=Vut-Vc (kN) 37.74 0 37.74
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) - - -

Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 331.84 276.97 331.84
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G46
Beam No : B104
Analysis Reference (Member) : 328 (0 m)
Beam Length : 4780 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam

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Grade Of Concrete (Fck) : M30 N/sqmm

Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 95.86 182.96 95.86 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 95.86 182.96 95.86 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 3.865 7.375 3.865 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 1.086 2.007 1.086 0.2 0.2 0.2
Pcclc (%) (C) 0 0.965 0 0 0 0
PtPrv (%) 2.043 2.043 2.043 1.247 1.247 1.247
AstCalc (sqmm) 855.15 1580.87 855.15 157.5 157.5 157.5
AstPrv (sqmm) 1608.5 1608.5 1608.5 981.74 981.74 981.74
Reinforcement Provided 2-T32 2-T32 2-T32 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 2.043 2.043 2.043
Vu (kN) 134.91 58.06 134.91
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 134.91 58.06 134.91
Tv (N/sqmm) 1.71 0.74 1.71
Tc (N/sqmm) 0.85 0.85 0.85
Vc (kN) 66.87 66.87 66.87
Vus=Vut-Vc (kN) 68.04 0 68.04
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 598.23 276.97 598.23
SvCalc (mm) 165 235 165
SvPrv (mm) 165 235 165
Asv Total Prv (sqmm) 609.33 427.83 609.33

Maximum Spacing Criteria

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Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G47
Beam No : B105
Analysis Reference (Member) : 336 (0 m)
Beam Length : 3570 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 - - -
Critical L/C - RCDC 1 1 1 - - -
Mu (kNm) 47.27 89.53 47.27 - - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 47.27 89.53 47.27 0 0 0
MuLim (kNm) 99 99 99 99 99 99
R 1.906 3.609 1.906 0 0 0
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.476 0.996 0.476 0.2 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 1.247 1.247 1.247 0.299 0.299 0.299
AstCalc (sqmm) 374.87 784.18 374.87 157.5 157.5 157.5
AstPrv (sqmm) 981.74 981.74 981.74 235.62 235.62 235.62
Reinforcement Provided 2-T25 2-T25 2-T25 3-T10 3-T10 3-T10

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

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Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 89.87 36.49 89.87
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 89.87 36.49 89.87
Tv (N/sqmm) 1.14 0.46 1.14
Tc (N/sqmm) 0.71 0.71 0.71
Vc (kN) 56.12 56.12 56.12
Vus=Vut-Vc (kN) 33.75 0 33.75
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 296.7 276.97 296.7
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

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Beam Depth = 350 mm

Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G48
Beam No : B106
Analysis Reference (Member) : 29 (0 m)
Beam Length : 5150 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 - - 15 11
Critical L/C - RCDC 1 1 - - 5 1
Mu (kNm) 42.89 69.85 - - 14.56 133.21
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0

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Mud (kNm) 42.89 69.85 0 0 14.56 133.21

MuLim (kNm) 99 99 99 99 99 99
R 1.729 2.816 0 0 0.587 5.37
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.428 0.739 0.2 0.2 0.2 1.489
Pcclc (%) (C) 0 0 0 0 0 0.393
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 2.043
AstCalc (sqmm) 337.22 581.73 157.5 157.5 157.5 1172.4
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 1608.5
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T32

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.766 0.766 2.043
Vu (kN) 54.29 67.96 106.03
Tu (kNm) 0 0 0
VTu (kN) 0 0 0

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Vut (kN) 54.29 67.96 106.03

Tv (N/sqmm) 0.69 0.86 1.35
Tc (N/sqmm) 0.59 0.59 0.85
Vc (kN) 46.54 46.54 66.87
Vus=Vut-Vc (kN) 7.75 21.42 39.16
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 276.97 276.97 344.35
SvCalc (mm) 235 235 235
SvPrv (mm) 235 235 235
Asv Total Prv (sqmm) 427.83 427.83 427.83

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G49
Beam No : B107

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Analysis Reference (Member) : 37 (0 m)

Beam Length : 3700 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 17.42 33.23 23.15 85.77 11.46 48.22
Tu (kNm) 0.22 0.14 0.18 0.18 0.14 0
MTu (kNm) 0.31 0.2 0.26 0.26 0.2 0
Mud (kNm) 17.73 33.43 23.41 86.02 11.67 48.22
MuLim (kNm) 87 87 87 87 87 87
R 0.815 1.537 1.076 3.954 0.536 2.216
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.639 0.377 0.639 1.119 0.319 0.563
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.673 0.46 0.767 1.278 0.818 0.818

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Ast (sqmm) 193.89 278.09 193.89 824.9 193.89 414.86

AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 278.09 471.24 824.9 235.62 414.86
(sqmm)
AstPrv (sqmm) 496.38 339.3 565.5 942.48 603.18 603.18
3-T12 3-T12 3-T12 3-T20 3-T16 3-T16
Reinforcement Provided
2-T10 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 14 15
Critical L/C - RCDC 1 4 5
PtPrv (%) 1.278 0.818 0.818
Vu (kN) 98.85 62.86 92.21

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Tu (kNm) 0.14 0.18 0

VTu (kN) 0.93 1.17 0
Vut (kN) 99.78 64.03 92.21
D+L 74.91 43.33 75.81
V (kN)
Mh (kNm) 98.05 66.8
Ms (kNm) 56.52 63.25
Sway-Right (kN) 22.6 8.98 128.13
Sway-Left (kN) 143.34 111.77 7.38
Vu-Sway (kN) 143.34 111.77 128.13
Vud (kN) 143.34 111.77 128.13
Tv (N/sqmm) 1.94 1.52 1.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 143.34 111.77 128.13
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 399.077 254.904 -
Asv Torsion Prv (sqmm) 1675.67 1058.32 -
Asv Reqd (sqmm/m) 1345.84 1049.35 1202.98
SvCalc (mm) 60 95 70
SvPrv (mm) 60 95 70
Asv Total Prv (sqmm) 1675.67 1058.32 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)

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Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G49
Beam No : B108
Analysis Reference (Member) : 46 (0 m)
Beam Length : 2000 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 14 14 14 15
Critical L/C - RCDC 13 4 4 4 4 5
Mu (kNm) 36.78 21.48 34.37 54.76 26.16 34.78
Tu (kNm) 0.24 0.19 0.19 0.19 0.19 0.34
MTu (kNm) 0.33 0.27 0.27 0.27 0.27 0.49
Mud (kNm) 37.11 21.76 34.65 55.03 26.44 35.26
MuLim (kNm) 87 87 87 87 87 87
R 1.706 1 1.592 2.529 1.215 1.621
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.639 0.319 0.392 0.653 0.319 0.399
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.767 0.46 0.46 0.818 0.46 0.46
Ast (sqmm) 311.18 193.89 288.94 481.48 216.67 294.5
AstDuctile (sqmm) (E) 471.24 235.62 282.75 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 235.62 288.94 481.48 235.62 294.5
(sqmm)
AstPrv (sqmm) 565.5 339.3 339.3 603.18 339.3 339.3
3-T12 3-T12 3-T12 3-T16 3-T12 3-T12

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Reinforcement Provided 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.818 0.46 0.46
Vu (kN) 58.63 50.02 48.53
Tu (kNm) 0.19 0.19 0.34
VTu (kN) 1.24 1.24 2.2
Vut (kN) 59.87 51.26 50.73
D+L 11.25 3.86 13.5
V (kN)
Mh (kNm) 66.8 40.19

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Ms (kNm) 63.25 40.19

Sway-Right (kN) 76.51 91.62 101.26
Sway-Left (kN) 102.03 86.92 77.84
Vu-Sway (kN) 102.03 91.62 101.26
Vud (kN) 102.03 91.62 101.26
Tv (N/sqmm) 1.38 1.24 1.37
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 102.03 91.62 101.26
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 238.961 202.307 204.259
Asv Torsion Prv (sqmm) 1436.29 874.26 1436.29
Asv Reqd (sqmm/m) 957.93 867.38 950.76
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G50
Beam No : B109
Analysis Reference (Member) : 76 (0 m)
Beam Length : 2000 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 22 14 15 15
Critical L/C - RCDC 13 5 12 4 5 5
Mu (kNm) 37.58 18.52 31.22 40.39 27.73 55.63
Tu (kNm) 0.54 0.84 0.36 0.65 0.84 0.84
MTu (kNm) 0.76 1.18 0.5 0.92 1.18 1.18
Mud (kNm) 38.34 19.71 31.72 41.31 28.92 56.81
MuLim (kNm) 87 87 87 87 87 87
R 1.762 0.906 1.458 1.899 1.329 2.611
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.409 0.409 0.818 0.474 0.409 0.677
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.46 0.46 0.92 0.767 0.46 1.636
Ast (sqmm) 322.42 193.89 262.88 349.69 238.24 499.38
AstDuctile (sqmm) (E) 301.59 301.59 603.18 301.59 301.59 301.59
AstFinal (Max(Ast, AstDuctile)) 301.59 301.59 603.18 349.69 301.59 499.38
(sqmm)
AstPrv (sqmm) 339.3 339.3 678.6 565.5 339.3 1206.36
3-T12 3-T12 3-T12 3-T12 3-T12 3-T16
Reinforcement Provided
3-T12 2-T12 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

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AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 15 15 15
Critical L/C - RCDC 5 5 5
PtPrv (%) 0.46 0.46 1.636
Vu (kN) 43.91 48.63 57.24
Tu (kNm) 0.84 0.84 0.84
VTu (kN) 5.37 5.37 5.37
Vut (kN) 49.28 54 62.61
D+L 8.17 1.42 11.07
V (kN)
Mh (kNm) 63.25 125.6
Ms (kNm) 40.19 73.66
Sway-Right (kN) 132.49 142.09 151.73
Sway-Left (kN) 124.34 114.74 105.67
Vu-Sway (kN) 132.49 142.09 151.73
Vud (kN) 132.49 142.09 151.73

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Tv (N/sqmm) 1.8 1.93 2.06

Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 132.49 142.09 151.73
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 211.814 229.986 267.758
Asv Torsion Prv (sqmm) 1436.29 1340.53 1436.29
Asv Reqd (sqmm/m) 1282.71 1334.05 1424.6
SvCalc (mm) 70 75 70
SvPrv (mm) 70 75 70
Asv Total Prv (sqmm) 1436.29 1340.53 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

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Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G50
Beam No : B110
Analysis Reference (Member) : 98 (0 m)
Beam Length : 4780 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 23 15
Critical L/C - RCDC 5 1 4 4 13 5
Mu (kNm) 25.6 61.29 24.57 108.03 3.24 112.07
Tu (kNm) 0.41 0 0 0 0 0
MTu (kNm) 0.58 0 0 0 0 0
Mud (kNm) 26.18 61.29 24.57 108.03 3.24 112.07
MuLim (kNm) 87 87 87 87 87 87
R 1.203 2.817 1.129 4.965 0.149 5.151
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.818 0.739 0.818 1.408 0.409 1.46
Pcclc (%) (C) 0 0 0 0.328 0 0.391
PtPrv (%) 0.92 0.767 0.92 1.636 0.46 1.636
Ast (sqmm) 214.46 545.12 200.63 1038.04 193.89 1076.77
AstDuctile (sqmm) (E) 603.18 301.59 603.18 301.59 301.59 301.59
AstFinal (Max(Ast, AstDuctile)) 603.18 545.12 603.18 1038.04 301.59 1076.77
(sqmm)
AstPrv (sqmm) 678.6 565.5 678.6 1206.36 339.3 1206.36
3-T12 3-T12 3-T12 3-T16 3-T12 3-T16
Reinforcement Provided
3-T12 2-T12 3-T12 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.636 1.636 1.636
Vu (kN) 126.84 94.79 128.58
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 126.84 94.79 128.58
D+L 102.23 76.46 102.1
V (kN)
Mh (kNm) 125.6 125.6
Ms (kNm) 73.66 73.66
Sway-Right (kN) 38.18 140.52 166.16
Sway-Left (kN) 166.29 12.41 38.04
Vu-Sway (kN) 166.29 140.52 166.16
Vud (kN) 166.29 140.52 166.16
Tv (N/sqmm) 2.25 1.91 2.25
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 166.29 140.52 166.16
Legs 2 2 2
Stirrup Rebar 10 10 10

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Asv Torsion (sqmm) - - -

Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1561.27 1320.58 1560
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70
Asv Total Prv (sqmm) 2244 1365.91 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm

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Side Face Reinforcement not required.

Group : G50
Beam No : B111
Analysis Reference (Member) : 110 (0 m)
Beam Length : 2748 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 22 22 14 14 15
Critical L/C - RCDC 13 12 12 4 4 5
Mu (kNm) 27.56 17.84 29.97 52.52 21.47 37.84
Tu (kNm) 0 0 0 0.11 0.11 0
MTu (kNm) 0 0 0 0.15 0.15 0
Mud (kNm) 27.56 17.84 29.97 52.67 21.62 37.84
MuLim (kNm) 87 87 87 87 87 87

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R 1.267 0.82 1.378 2.421 0.994 1.739

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.818 0.409 0.639 0.621 0.409 0.431
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.92 0.46 0.673 1.636 0.818 1.278
Ast (sqmm) 226.39 193.89 247.46 458.11 193.89 317.79
AstDuctile (sqmm) (E) 603.18 301.59 471.24 301.59 301.59 301.59
AstFinal (Max(Ast, AstDuctile)) 603.18 301.59 471.24 458.11 301.59 317.79
(sqmm)
AstPrv (sqmm) 678.6 339.3 496.38 1206.36 603.18 942.48
3-T12 3-T12 3-T12 3-T16 3-T16 3-T20
Reinforcement Provided
3-T12 2-T10 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 1.636 0.818 1.278
Vu (kN) 47.5 37.96 44.29
Tu (kNm) 0.11 0.11 0
VTu (kN) 0.69 0.69 0
Vut (kN) 48.19 38.64 44.29
D+L 21.79 11.08 22.37
V (kN)
Mh (kNm) 125.6 98.05
Ms (kNm) 73.66 56.52
Sway-Right (kN) 82.83 93.54 126.98
Sway-Left (kN) 132.74 122.03 89.43
Vu-Sway (kN) 132.74 122.03 126.98
Vud (kN) 132.74 122.03 126.98
Tv (N/sqmm) 1.8 1.65 1.72
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 132.74 122.03 126.98
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 191.019 153.766 -
Asv Torsion Prv (sqmm) 1436.29 1182.82 -
Asv Reqd (sqmm/m) 1246.26 1145.71 1192.22
SvCalc (mm) 70 85 60
SvPrv (mm) 70 85 60
Asv Total Prv (sqmm) 1436.29 1182.82 1675.67

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 221 mm

Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G50
Beam No : B112

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Analysis Reference (Member) : 121 (0 m)

Beam Length : 3570 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 11 14 14 23 15
Critical L/C - RCDC 13 1 4 4 13 5
Mu (kNm) 1.97 32.85 22.46 76.5 11.75 79.61
Tu (kNm) 0.21 0 0.1 0.1 0.21 0.24
MTu (kNm) 0.3 0 0.14 0.14 0.3 0.34
Mud (kNm) 2.27 32.85 22.6 76.64 12.05 79.95
MuLim (kNm) 87 87 87 87 87 87
R 0.104 1.51 1.039 3.523 0.554 3.675
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.639 0.37 0.639 0.966 0.319 1.019
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.673 0.46 0.767 1.278 0.852 1.278

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Ast (sqmm) 193.89 272.92 193.89 712.58 193.89 751.23

AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 272.92 471.24 712.58 235.62 751.22
(sqmm)
AstPrv (sqmm) 496.38 339.3 565.5 942.48 628.32 942.48
3-T12 3-T12 3-T12 3-T20 2-T20 3-T20
Reinforcement Provided
2-T10 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 1.278 0.852 1.278
Vu (kN) 93.41 60.32 94.55

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Tu (kNm) 0.1 0.1 0.24

VTu (kN) 0.65 0.65 1.54
Vut (kN) 94.06 60.97 96.09
D+L 72.22 42.71 72.03
V (kN)
Mh (kNm) 98.05 98.05
Ms (kNm) 56.52 63.25
Sway-Right (kN) 1.73 113.2 142.52
Sway-Left (kN) 145.78 30.85 9.73
Vu-Sway (kN) 145.78 113.2 142.52
Vud (kN) 145.78 113.2 142.52
Tv (N/sqmm) 1.98 1.53 1.93
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 145.78 113.2 142.52
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 375.182 244.249 387.308
Asv Torsion Prv (sqmm) 1675.67 1117.11 1436.29
Asv Reqd (sqmm/m) 1368.68 1093.42 1338.07
SvCalc (mm) 60 90 70
SvPrv (mm) 60 90 70
Asv Total Prv (sqmm) 1675.67 1117.11 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)

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Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B113
Analysis Reference (Member) : 10 (0 m)
Beam Length : 3850 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 14 14 23 15
Critical L/C - RCDC 13 5 4 4 13 5
Mu (kNm) 13.93 16.84 14.63 43.5 11.69 48.02
Tu (kNm) 0.32 0.49 0.34 0.34 0.32 0.49
MTu (kNm) 0.41 0.62 0.43 0.43 0.41 0.62
Mud (kNm) 14.34 17.46 15.06 43.93 12.1 48.64
MuLim (kNm) 104 104 104 104 104 104
R 0.549 0.669 0.577 1.683 0.464 1.863
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.319 0.263 0.341 0.416 0.263 0.464
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.383 0.383 0.383 0.639 0.383 0.682
Ast (sqmm) 232.67 232.67 232.67 367.98 232.67 411.05
AstDuctile (sqmm) (E) 282.75 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 282.75 232.67 301.59 367.98 232.67 411.05
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 565.5 339.3 603.18
3-T12 3-T12 3-T12 3-T12 3-T12 3-T16

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Reinforcement Provided 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.639 0.383 0.682
Vu (kN) 41.24 32.43 43.39
Tu (kNm) 0.34 0.49 0.49
VTu (kN) 1.79 2.6 2.6
Vut (kN) 43.03 35.03 45.99
D+L 30.17 19.49 29.92
V (kN)
Mh (kNm) 64.8 68.57

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Ms (kNm) 40.74 40.74

Sway-Right (kN) 13.55 63.21 73.65
Sway-Left (kN) 72.39 22.73 14.53
Vu-Sway (kN) 72.39 63.21 73.65
Vud (kN) 72.39 63.21 73.65
Tv (N/sqmm) 0.82 0.71 0.83
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 72.39 63.21 73.65
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 172.215 144.479 189.61
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 679.64 593.49 691.47
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B114
Analysis Reference (Member) : 30 (0 m)
Beam Length : 5150 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 11 14 30 22 31
Critical L/C - RCDC 13 1 4 20 12 21
Mu (kNm) 7.49 36.36 16.37 63.71 6.88 67.07
Tu (kNm) 0.92 0.74 0.58 0.57 0.34 0.62
MTu (kNm) 1.17 0.95 0.75 0.73 0.43 0.79
Mud (kNm) 8.66 37.31 17.11 64.44 7.32 67.86
MuLim (kNm) 104 104 104 104 104 104
R 0.332 1.429 0.656 2.468 0.28 2.599
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.341 0.349 0.383 0.635 0.263 0.674
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.511 0.511 0.511 0.682 0.383 0.767
Ast (sqmm) 232.67 308.75 232.67 561.89 232.67 596.06
AstDuctile (sqmm) (E) 301.59 169.65 339.3 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 301.59 308.75 339.3 561.89 232.67 596.07
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 603.18 339.3 678.6
4-T12 4-T12 4-T12 3-T16 3-T12 3-T12
Reinforcement Provided
3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

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AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.682 0.767 0.767
Vu (kN) 59.37 55.47 74.71
Tu (kNm) 0.74 0.74 0.74
VTu (kN) 3.97 3.97 3.97
Vut (kN) 63.33 59.44 78.68
D+L 46.59 45.28 60.67
V (kN)
Mh (kNm) 68.57 75.9
Ms (kNm) 53.08 53.08
Sway-Right (kN) 84.21 7.66 23.05
Sway-Left (kN) 11.11 80.76 96.15
Vu-Sway (kN) 84.21 80.76 96.15
Vud (kN) 84.21 80.76 96.15

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Tv (N/sqmm) 0.95 0.91 1.09

Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 84.21 80.76 96.15
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 262.572 243.437 317.439
Asv Torsion Prv (sqmm) 1436.29 773.38 1436.29
Asv Reqd (sqmm/m) 790.62 758.27 902.76
SvCalc (mm) 70 130 70
SvPrv (mm) 70 130 70
Asv Total Prv (sqmm) 1436.29 773.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

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Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B115
Analysis Reference (Member) : 38,56 (0 m)
Beam Length : 3700 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 11 14 30 14 15
Critical L/C - RCDC 13 1 4 20 4 5
Mu (kNm) 4.67 22.74 15.38 48.7 12.6 28.41
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 4.67 22.74 15.38 48.7 12.6 28.41
MuLim (kNm) 104 104 104 104 104 104
R 0.179 0.871 0.589 1.865 0.482 1.088
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.383 0.263 0.263 0.465 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.511 0.511 0.511 0.767 0.383 0.383
Ast (sqmm) 232.67 232.67 232.67 411.54 232.67 232.67
AstDuctile (sqmm) (E) 339.3 169.65 169.65 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 339.3 232.67 232.67 411.54 232.67 232.67
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 678.6 339.3 339.3
4-T12 4-T12 4-T12 3-T12 3-T12 3-T12
Reinforcement Provided
3-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 30 31
Critical L/C - RCDC 1 20 21
PtPrv (%) 0.767 0.383 0.383
Vu (kN) 49.22 36.9 40.43
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 49.23 36.9 40.43
D+L 36.3 25.03 34.48
V (kN)
Mh (kNm) 75.9 40.74
Ms (kNm) 53.08 53.08
Sway-Right (kN) 2.34 13.6 73.12
Sway-Left (kN) 89.41 78.14 19.8
Vu-Sway (kN) 89.41 78.14 73.12
Vud (kN) 89.41 78.14 73.12
Tv (N/sqmm) 1.01 0.88 0.83
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 89.41 78.14 73.12
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) - - -

Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 839.41 733.66 686.5
SvCalc (mm) 70 135 70
SvPrv (mm) 70 135 70
Asv Total Prv (sqmm) 1436.29 744.74 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm

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Side Face Reinforcement not required.

Group : G51
Beam No : B116
Analysis Reference (Member) : 47 (0 m)
Beam Length : 2000 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 23 22 14 15 15
Critical L/C - RCDC 13 13 12 4 5 5
Mu (kNm) 29.52 13.38 19.31 32.14 27.17 49.8
Tu (kNm) 0.19 0.19 0 0.11 0.27 0.27
MTu (kNm) 0.24 0.24 0 0.14 0.34 0.34
Mud (kNm) 29.77 13.62 19.31 32.28 27.51 50.14
MuLim (kNm) 104 104 104 104 104 104

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R 1.14 0.522 0.74 1.236 1.054 1.92

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.275 0.263 0.511 0.299 0.263 0.48
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.511 0.511 0.511 0.383 0.383 1.022
Ast (sqmm) 243.14 232.67 232.67 264.78 232.67 424.87
AstDuctile (sqmm) (E) 226.2 226.2 452.4 226.2 226.2 226.2
AstFinal (Max(Ast, AstDuctile)) 243.14 232.67 452.4 264.78 232.67 424.86
(sqmm)
AstPrv (sqmm) 452.4 452.4 452.4 339.3 339.3 904.8
4-T12 4-T12 4-T12 3-T12 3-T12 4-T12
Reinforcement Provided
4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 15 15 15
Critical L/C - RCDC 5 5 5
PtPrv (%) 0.511 0.383 1.022
Vu (kN) 37.9 40.78 46.38
Tu (kNm) 0.27 0.27 0.27
VTu (kN) 1.42 1.42 1.42
Vut (kN) 39.32 42.2 47.79
D+L 4.98 0.44 6.29
V (kN)
Mh (kNm) 40.74 96.23
Ms (kNm) 53.08 53.08
Sway-Right (kN) 117.98 123.4 129.25
Sway-Left (kN) 82.25 76.83 71.47
Vu-Sway (kN) 117.98 123.4 129.25
Vud (kN) 117.98 123.4 129.25
Tv (N/sqmm) 1.33 1.39 1.46
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 117.98 123.4 129.25
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 156.551 167.621 189.14
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1129.01 1158.55 1213.51
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 221 mm

Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B117

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Analysis Reference (Member) : 73,71 (0 m)

Beam Length : 4650 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis - 11 14 14 23 15
Critical L/C - RCDC - 1 4 4 13 5
Mu (kNm) - 58.84 15.39 93.8 9.24 114.04
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 0 58.84 15.39 93.79 9.24 114.03
MuLim (kNm) 104 104 104 104 104 104
R 0 2.254 0.589 3.593 0.354 4.368
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.511 0.573 0.832 0.99 0.416 1.239
Pcclc (%) (C) 0 0 0 0 0 0.127
PtPrv (%) 0.511 0.767 1.022 1.022 0.682 1.664

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Ast (sqmm) 232.67 507.25 232.67 876.23 232.67 1096.21

AstDuctile (sqmm) (E) 452.4 368.15 736.3 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 452.4 507.25 736.3 876.23 368.15 1096.21
(sqmm)
AstPrv (sqmm) 452.4 678.6 904.8 904.8 603.18 1472.61
4-T12 4-T12 4-T12 4-T12 3-T16 3-T25
Reinforcement Provided
2-T12 4-T12 4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.022 1.664 1.664
Vu (kN) 96.6 106.19 116.95

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Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 96.6 106.19 116.95
D+L 73.51 88.73 97.33
V (kN)
Mh (kNm) 96.23 153.33
Ms (kNm) 53.08 96.23
Sway-Right (kN) 141.91 20.33 28.94
Sway-Left (kN) 9.74 152.5 161.1
Vu-Sway (kN) 141.91 152.5 161.1
Vud (kN) 141.91 152.5 161.1
Tv (N/sqmm) 1.6 1.72 1.82
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 141.91 152.5 161.1
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1332.34 1431.76 1512.57
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 2244 1496 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Ductility
Left Section

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Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B118
Analysis Reference (Member) : 79 (0 m)
Beam Length : 2000 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm

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Grade Of Steel (Shear) : Fe500 N/sqmm

Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 13 13 13 14 11 11
Critical L/C - RCDC 3 3 3 4 1 1
Mu (kNm) - - - 92.16 70.07 47.58
Tu (kNm) 6.89 6.89 6.89 1.75 2.84 2.84
MTu (kNm) 8.78 8.78 8.78 2.24 3.62 3.62
Mud (kNm) 8.78 8.78 8.78 94.39 73.69 51.2
MuLim (kNm) 104 104 104 104 104 104
R 0.336 0.336 0.336 3.615 2.823 1.961
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.832 0.416 0.532 0.998 0.741 0.491
Pcclc (%) (C) 0.078 0.078 0.078 0 0 0
PtPrv (%) 1.022 0.511 0.625 1.664 1.065 1.065
Ast (sqmm) 232.67 232.67 232.67 883.2 655.61 434.78
AstDuctile (sqmm) (E) 736.3 368.15 471.24 368.15 368.15 368.15
AstFinal (Max(Ast, AstDuctile)) 736.3 368.15 471.24 883.2 655.61 434.78
(sqmm)
AstPrv (sqmm) 904.8 452.4 552.94 1472.61 942.48 942.48
4-T12 4-T12 4-T12 3-T25 3-T20 3-T20
Reinforcement Provided
4-T12 2-T8

Note: Calculation of Ast

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AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 30 14 14
Critical L/C - RCDC 20 4 4
PtPrv (%) 1.664 1.065 1.065
Vu (kN) 46.06 32.02 26.34
Tu (kNm) 1.91 1.75 1.75
VTu (kN) 10.19 9.36 9.36
Vut (kN) 56.25 41.37 35.7
D+L 59.56 44.93 38.27
V (kN)
Mh (kNm) 153.33 99.37
Ms (kNm) 96.23 63.53
Sway-Right (kN) 230.7 216.08 209.42
Sway-Left (kN) 130.2 144.82 151.48
Vu-Sway (kN) 230.7 216.08 209.42

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Vud (kN) 230.7 216.08 209.42

Tv (N/sqmm) 2.61 2.44 2.37
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 230.7 216.08 209.42
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 271.094 202.131 179.694
Asv Torsion Prv (sqmm) 2244 2094.4 3490.67
Asv Reqd (sqmm/m) 2166.02 2028.71 1966.21
SvCalc (mm) 70 75 75
SvPrv (mm) 70 75 45
Asv Total Prv (sqmm) 2244 2094.4 3490.67

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section

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Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 45 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B119
Analysis Reference (Member) : 99 (0 m)
Beam Length : 4780 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 11 11 11 11
Critical L/C - RCDC 5 1 1 1 1 1
Mu (kNm) 7.2 96.72 24.79 91.16 - 62.85
Tu (kNm) 1.58 1.58 1.58 1.58 1.58 1.58
MTu (kNm) 2.01 2.01 2.01 2.01 2.01 2.01
Mud (kNm) 9.21 98.73 26.8 93.17 2.01 64.86
MuLim (kNm) 104 104 104 104 104 104
R 0.353 3.782 1.027 3.569 0.077 2.484
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.532 1.056 0.341 0.982 0.266 0.266
Pcclc (%) (C) 0 0 0 0 0.018 0
PtPrv (%) 0.909 1.164 0.909 1.065 0.383 0.682
Ast (sqmm) 232.67 934.73 232.67 868.95 232.67 566.09
AstDuctile (sqmm) (E) 471.24 235.62 301.59 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 934.73 301.59 868.95 235.62 235.62
(sqmm)
AstPrv (sqmm) 804.24 1030.44 804.24 942.48 339.3 603.18
4-T16 4-T16 4-T16 3-T20 3-T12 3-T16
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for

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Bending Moment and Min % area of flexural

B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.065 1.164 0.682
Vu (kN) 136.49 104.86 124.64
Tu (kNm) 1.58 1.58 1.58
VTu (kN) 8.41 8.41 8.41
Vut (kN) 144.9 113.27 133.05
D+L 104.19 79.41 104.71
V (kN)
Mh (kNm) 99.37 68.57
Ms (kNm) 87.49 87.49
Sway-Right (kN) 55.96 127.64 152.94
Sway-Left (kN) 161.94 21.66 46.96
Vu-Sway (kN) 161.94 127.64 152.94
Vud (kN) 161.94 127.64 152.94
Tv (N/sqmm) 1.83 1.44 1.73
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 161.94 127.64 152.94

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Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 607.855 474.785 551.933
Asv Torsion Prv (sqmm) 2244 1309 2244
Asv Reqd (sqmm/m) 1520.43 1282.9 1435.93
SvCalc (mm) 70 120 70
SvPrv (mm) 70 120 70
Asv Total Prv (sqmm) 2244 1309 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G51
Beam No : B120
Analysis Reference (Member) : 111 (0 m)
Beam Length : 2748 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 11 11

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Critical L/C - RCDC 1 1 1 1 1 1

Mu (kNm) - - - 48.86 30.1 35.8
Tu (kNm) 0.41 0.41 0.41 0.41 0.41 0.41
MTu (kNm) 0.52 0.52 0.52 0.52 0.52 0.52
Mud (kNm) 0.52 0.52 0.52 49.39 30.62 36.33
MuLim (kNm) 104 104 104 104 104 104
R 0.02 0.02 0.02 1.892 1.173 1.391
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.341 0.263 0.341 0.472 0.283 0.339
Pcclc (%) (C) 0.005 0.005 0.005 0 0 0
PtPrv (%) 0.383 0.383 0.383 0.682 0.682 0.682
Ast (sqmm) 232.67 232.67 232.67 417.91 250.52 300.13
AstDuctile (sqmm) (E) 301.59 150.79 301.59 150.79 150.79 150.79
AstFinal (Max(Ast, AstDuctile)) 301.59 232.67 301.59 417.91 250.52 300.13
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 603.18 603.18 603.18
Reinforcement Provided 3-T12 3-T12 3-T12 3-T16 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.682 0.682 0.682
Vu (kN) 30.32 11.48 24.87
Tu (kNm) 0.41 0.41 0.41
VTu (kN) 2.19 2.19 2.19
Vut (kN) 32.51 13.67 27.06
D+L 21.86 11.59 22.3
V (kN)
Mh (kNm) 68.57 68.57
Ms (kNm) 40.74 40.74
Sway-Right (kN) 39.4 72.85 83.56
Sway-Left (kN) 83.12 49.68 39.81
Vu-Sway (kN) 83.12 72.85 83.56
Vud (kN) 83.12 72.85 83.56
Tv (N/sqmm) 0.94 0.82 0.94
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 83.12 72.85 83.56
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 135.406 61.915 114.139
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 780.44 683.97 784.53
SvCalc (mm) 70 145 70

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SvPrv (mm) 70 145 70

Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm

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Side Face Reinforcement not required.

Group : G51
Beam No : B121
Analysis Reference (Member) : 122 (0 m)
Beam Length : 3570 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 - -
Critical L/C - RCDC 1 1 1 1 - -
Mu (kNm) 8.87 69.27 40.27 47.11 - -
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 8.87 69.27 40.27 47.11 0 0
MuLim (kNm) 87 87 87 87 87 87

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R 0.408 3.184 1.851 2.165 0 0

Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.2 0.854 0.461 0.548 0.2 0.2
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.46 0.92 0.767 0.818 0.204 0.204
AstCalc (sqmm) 147.5 629.91 340.12 404.2 147.5 147.5
AstPrv (sqmm) 339.3 678.6 565.5 603.18 150.81 150.81
3-T12 3-T12 3-T12 3-T16 3-T8 3-T8
Reinforcement Provided
3-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.818 0.92 0.767
Vu (kN) 104.49 52.68 78.09
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 104.49 52.68 78.09

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Tv (N/sqmm) 1.42 0.71 1.06

Tc (N/sqmm) 0.61 0.64 0.59
Vc (kN) 44.73 46.84 43.6
Vus=Vut-Vc (kN) 59.76 5.84 34.49
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 561.1 276.97 323.84
SvCalc (mm) 175 220 220
SvPrv (mm) 175 220 220
Asv Total Prv (sqmm) 574.51 457 457

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G52
Beam No : B122
Analysis Reference (Member) : 92 (0 m)

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Beam Length : 7300 mm

Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 19 11 14 11 27 11
Critical L/C - RCDC 9 1 4 1 17 1
Mu (kNm) 14.76 48.77 14.77 84.4 1.44 83.56
Tu (kNm) 0.51 0.19 0 0.19 0 0.19
MTu (kNm) 0.72 0.26 0 0.26 0 0.26
Mud (kNm) 15.47 49.03 14.77 84.66 1.44 83.83
MuLim (kNm) 99 99 99 99 99 99
R 0.624 1.977 0.595 3.413 0.058 3.379
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.623 0.496 0.623 0.929 0.312 0.918
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 1.247
Ast (sqmm) 207.04 390.22 207.04 731.76 207.04 722.91

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AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44

AstFinal (Max(Ast, AstDuctile)) 490.87 390.22 490.87 731.76 245.44 722.91
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 981.74
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 61.62 47.63 61.39
Tu (kNm) 0.18 0.18 0.18

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VTu (kN) 1.19 1.19 1.19

Vut (kN) 62.8 48.81 62.57
D+L 49.39 37.82 49.01
V (kN)
Mh (kNm) 109.98 109.98
Ms (kNm) 72.05 72.05
Sway-Right (kN) 87.43 0.22 10.97
Sway-Left (kN) 11.36 75.85 87.04
Vu-Sway (kN) 87.43 75.85 87.04
Vud (kN) 87.43 75.85 87.04
Tv (N/sqmm) 1.11 0.96 1.11
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 87.43 75.85 87.04
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 258.898 202.534 257.968
Asv Torsion Prv (sqmm) 1340.53 693.38 1340.53
Asv Reqd (sqmm/m) 768.74 670.33 765.36
SvCalc (mm) 75 145 75
SvPrv (mm) 75 145 75
Asv Total Prv (sqmm) 1340.53 693.38 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm

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Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G53
Beam No : B123
Analysis Reference (Member) : 69,317 (0 m)
Beam Length : 3900 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 22 14 22 15 15
Critical L/C - RCDC 5 12 4 12 5 5
Mu (kNm) 17.81 6.33 3.75 17.67 16.29 8.08
Tu (kNm) 0.76 0.21 0.16 0.21 0.76 0.91
MTu (kNm) 1.07 0.3 0.22 0.3 1.07 1.28
Mud (kNm) 18.87 6.63 3.97 17.98 17.36 9.36
MuLim (kNm) 87 87 87 87 87 87
R 0.867 0.305 0.183 0.826 0.798 0.43
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.46 0.46 0.46 0.46 0.46 0.46
Ast (sqmm) 193.89 193.89 193.89 193.89 193.89 193.89
AstDuctile (sqmm) (E) 169.65 84.82 169.65 84.82 84.82 84.82
AstFinal (Max(Ast, AstDuctile)) 193.89 193.89 193.89 193.89 193.89 193.89
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 339.3 339.3 339.3
Reinforcement Provided 3-T12 3-T12 3-T12 3-T12 3-T12 3-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 15 15 31
Critical L/C - RCDC 5 5 21
PtPrv (%) 0.46 0.46 0.46
Vu (kN) 27.48 33.87 12.95
Tu (kNm) 0.76 0.76 0.84
VTu (kN) 4.83 4.83 5.35
Vut (kN) 32.32 38.7 18.3
D+L 1.91 21.76 7.39
V (kN)
Mh (kNm) 40.19 40.19
Ms (kNm) 40.19 40.19
Sway-Right (kN) 36 12.33 41.49

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Sway-Left (kN) 32.19 55.86 27.36

Vu-Sway (kN) 36 55.86 41.49
Vud (kN) 36 55.86 41.49
Tv (N/sqmm) 0.49 0.76 0.56
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 36 55.86 41.49
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 144.357 168.931 92.576
Asv Torsion Prv (sqmm) 1436.29 773.38 1436.29
Asv Reqd (sqmm/m) 376.81 524.45 389.51
SvCalc (mm) 70 130 70
SvPrv (mm) 70 130 70
Asv Total Prv (sqmm) 1436.29 773.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G53
Beam No : B124
Analysis Reference (Member) : 94 (0 m)
Beam Length : 2750 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm

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Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 30 22 14 15 15
Critical L/C - RCDC 13 20 12 4 5 5
Mu (kNm) 7.47 8.67 8.57 20.88 11.05 31.53
Tu (kNm) 0.52 0.83 0.48 0.82 0.86 0.86
MTu (kNm) 0.74 1.17 0.68 1.16 1.21 1.21
Mud (kNm) 8.2 9.84 9.25 22.04 12.26 32.74
MuLim (kNm) 87 87 87 87 87 87
R 0.377 0.452 0.425 1.013 0.563 1.505
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.409 0.409 0.818 0.409 0.409 0.409
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.46 0.46 0.92 0.46 0.46 1.636
Ast (sqmm) 193.89 193.89 193.89 193.89 193.89 271.9
AstDuctile (sqmm) (E) 301.59 301.59 603.18 301.59 301.59 301.59
AstFinal (Max(Ast, AstDuctile)) 301.59 301.59 603.18 301.59 301.59 301.59
(sqmm)
AstPrv (sqmm) 339.3 339.3 678.6 339.3 339.3 1206.36
3-T12 3-T12 3-T12 3-T12 3-T12 3-T16
Reinforcement Provided
3-T12 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,

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A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 30 14 31
Critical L/C - RCDC 20 4 21
PtPrv (%) 0.46 0.46 1.636
Vu (kN) 28.57 17.82 32.68
Tu (kNm) 0.83 0.82 0.86
VTu (kN) 5.31 5.24 5.5
Vut (kN) 33.87 23.06 38.18
D+L 17.43 6.61 26.81
V (kN)
Mh (kNm) 40.19 125.6
Ms (kNm) 40.19 73.66
Sway-Right (kN) 125.38 114.56 82
Sway-Left (kN) 56.71 67.52 100.94
Vu-Sway (kN) 125.38 114.56 100.94
Vud (kN) 125.38 114.56 100.94
Tv (N/sqmm) 1.7 1.55 1.37
Tc (N/sqmm) 0 0 0

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Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 125.38 114.56 100.94
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 152.311 110.425 173.036
Asv Torsion Prv (sqmm) 1436.29 1117.11 1436.29
Asv Reqd (sqmm/m) 1177.17 1075.62 947.68
SvCalc (mm) 70 90 70
SvPrv (mm) 70 90 70
Asv Total Prv (sqmm) 1436.29 1117.11 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section

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Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G53
Beam No : B125
Analysis Reference (Member) : 101,320 (0 m)
Beam Length : 4780 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design

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Beam Bottom Beam Top

Left Mid Right Left Mid Right
Critical L/C - Analysis 13 11 22 11 22 11
Critical L/C - RCDC 3 1 12 1 12 1
Mu (kNm) - 67.54 4.86 113.82 5.21 115.87
Tu (kNm) 0.66 0.19 0.11 0.19 0.11 0.19
MTu (kNm) 0.94 0.26 0.15 0.26 0.15 0.26
Mud (kNm) 0.94 67.8 5.01 114.09 5.36 116.14
MuLim (kNm) 87 87 87 87 87 87
R 0.043 3.117 0.23 5.244 0.247 5.338
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.818 0.833 0.818 1.486 0.409 1.513
Pcclc (%) (C) 0.01 0 0 0.422 0 0.454
PtPrv (%) 0.92 0.92 0.92 1.636 0.46 1.636
Ast (sqmm) 193.89 613.99 193.89 1096.04 193.89 1115.7
AstDuctile (sqmm) (E) 603.18 301.59 603.18 301.59 301.59 301.59
AstFinal (Max(Ast, AstDuctile)) 603.18 613.99 603.18 1096.04 301.59 1115.7
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1206.36 339.3 1206.36
3-T12 3-T12 3-T12 3-T16 3-T12 3-T16
Reinforcement Provided
3-T12 3-T12 3-T12 3-T16 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement

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C = Pcclc = % area of compression reinforcement required

D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.636 1.636 1.636
Vu (kN) 131.99 108.56 133.27
Tu (kNm) 0.19 0.19 0.19
VTu (kN) 1.2 1.2 1.2
Vut (kN) 133.19 109.76 134.46
D+L 105.99 82.87 106.22
V (kN)
Mh (kNm) 125.6 125.6
Ms (kNm) 73.66 73.66
Sway-Right (kN) 39.25 149.61 172.96
Sway-Left (kN) 172.73 16.14 39.48
Vu-Sway (kN) 172.73 149.61 172.96
Vud (kN) 172.73 149.61 172.96
Tv (N/sqmm) 2.34 2.03 2.35
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 172.73 149.61 172.96
Legs 2 2 2
Stirrup Rebar 10 10 10

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Asv Torsion (sqmm) 524.803 427.181 529.777

Asv Torsion Prv (sqmm) 2244 1496 2244
Asv Reqd (sqmm/m) 1621.7 1445.72 1623.89
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 2244 1496 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G53
Beam No : B126
Analysis Reference (Member) : 112 (0 m)
Beam Length : 2748 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 14 14 23 15
Critical L/C - RCDC 13 4 4 4 13 5

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Mu (kNm) 5.26 16.98 14.75 53.49 11.13 37.72

Tu (kNm) 0.24 0.54 0.54 0.54 0.24 0.43
MTu (kNm) 0.33 0.76 0.76 0.76 0.33 0.61
Mud (kNm) 5.59 17.75 15.52 54.26 11.46 38.33
MuLim (kNm) 87 87 87 87 87 87
R 0.257 0.816 0.713 2.494 0.527 1.762
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.818 0.409 0.639 0.642 0.409 0.437
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.92 0.46 0.673 1.636 0.818 1.278
Ast (sqmm) 193.89 193.89 193.89 473.78 193.89 322.27
AstDuctile (sqmm) (E) 603.18 301.59 471.24 301.59 301.59 301.59
AstFinal (Max(Ast, AstDuctile)) 603.18 301.59 471.24 473.78 301.59 322.27
(sqmm)
AstPrv (sqmm) 678.6 339.3 496.38 1206.36 603.18 942.48
3-T12 3-T12 3-T12 3-T16 3-T16 3-T20
Reinforcement Provided
3-T12 2-T10 3-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 1.636 0.46 1.278
Vu (kN) 74.63 40.26 79.52
Tu (kNm) 0.54 0.54 0.43
VTu (kN) 3.47 3.47 2.76
Vut (kN) 78.1 43.72 82.28
D+L 53.23 21.29 59.02
V (kN)
Mh (kNm) 125.6 98.05
Ms (kNm) 73.66 56.52
Sway-Right (kN) 53.71 128.23 165.96
Sway-Left (kN) 166.65 92.13 63.07
Vu-Sway (kN) 166.65 128.23 165.96
Vud (kN) 166.65 128.23 165.96
Tv (N/sqmm) 2.26 1.74 2.25
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 166.65 128.23 165.96
Legs 2 2 2
Stirrup Rebar 10 10 10
Asv Torsion (sqmm) 319.828 185.749 338.326
Asv Torsion Prv (sqmm) 2244 1309 2618
Asv Reqd (sqmm/m) 1564.61 1277.29 1558.16
SvCalc (mm) 70 120 60

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SvPrv (mm) 70 120 60

Asv Total Prv (sqmm) 2244 1309 2618

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm

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Side Face Reinforcement not required.

Group : G53
Beam No : B127
Analysis Reference (Member) : 123 (0 m)
Beam Length : 3570 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 17.07 34.12 17.26 71.36 5.74 42.2
Tu (kNm) 0.9 0.77 0.59 0.59 0.3 0.82
MTu (kNm) 1.27 1.08 0.83 0.83 0.43 1.16
Mud (kNm) 18.34 35.2 18.09 72.19 6.17 43.36
MuLim (kNm) 87 87 87 87 87 87

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R 0.843 1.618 0.832 3.318 0.284 1.993

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.639 0.399 0.639 0.898 0.319 0.5
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.673 0.46 0.767 1.278 0.818 0.818
Ast (sqmm) 193.89 293.92 193.89 662.09 193.89 368.78
AstDuctile (sqmm) (E) 471.24 235.62 471.24 235.62 235.62 235.62
AstFinal (Max(Ast, AstDuctile)) 471.24 293.92 471.24 662.09 235.62 368.78
(sqmm)
AstPrv (sqmm) 496.38 339.3 565.5 942.48 603.18 603.18
3-T12 3-T12 3-T12 3-T20 3-T16 3-T16
Reinforcement Provided
2-T10 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 11 14 11
Critical L/C - RCDC 1 4 1
PtPrv (%) 1.278 0.818 0.818
Vu (kN) 102.27 56.19 91.34
Tu (kNm) 0.77 0.59 0.77
VTu (kN) 4.9 3.75 4.9
Vut (kN) 107.17 59.94 96.24
D+L 80.53 42.98 74.35
V (kN)
Mh (kNm) 98.05 66.8
Ms (kNm) 56.52 63.25
Sway-Right (kN) 24.3 13.26 130.59
Sway-Left (kN) 154.09 116.53 7.61
Vu-Sway (kN) 154.09 116.53 130.59
Vud (kN) 154.09 116.53 130.59
Tv (N/sqmm) 2.09 1.58 1.77
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 154.09 116.53 130.59
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 446.757 250.261 396.91
Asv Torsion Prv (sqmm) 1675.67 1117.11 1436.29
Asv Reqd (sqmm/m) 1446.74 1094.11 1226.04
SvCalc (mm) 60 90 70
SvPrv (mm) 60 90 70
Asv Total Prv (sqmm) 1675.67 1117.11 1436.29

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 221 mm

Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G54
Beam No : B128

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Analysis Reference (Member) : 54 (0 m)

Beam Length : 3550 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 22 14 22 15
Critical L/C - RCDC 13 5 12 4 12 5
Mu (kNm) 7.65 7.48 7.7 20.71 5.8 19.14
Tu (kNm) 0 0.13 0 0 0 0.13
MTu (kNm) 0 0.18 0 0 0 0.18
Mud (kNm) 7.65 7.65 7.7 20.71 5.8 19.32
MuLim (kNm) 99 99 99 99 99 99
R 0.308 0.309 0.311 0.835 0.234 0.779
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.623 0.312 0.623 0.312 0.312 0.312
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 1.247

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Ast (sqmm) 207.04 207.04 207.04 207.04 207.04 207.04

AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 245.44 490.87 245.44 245.44 245.44
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 981.74
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 20.64 13.9 20.11

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Tu (kNm) 0 0 0.13
VTu (kN) 0 0 0.8
Vut (kN) 20.64 13.9 20.92
D+L 11.37 4.81 10.21
V (kN)
Mh (kNm) 109.98 109.98
Ms (kNm) 72.05 72.05
Sway-Right (kN) 97.75 81.57 77.98
Sway-Left (kN) 75.02 91.2 96.59
Vu-Sway (kN) 97.75 91.2 96.59
Vud (kN) 97.75 91.2 96.59
Tv (N/sqmm) 1.24 1.16 1.23
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 97.75 91.2 96.59
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 88.262
Asv Torsion Prv (sqmm) - - 1340.53
Asv Reqd (sqmm/m) 859.51 812.1 849.32
SvCalc (mm) 75 120 75
SvPrv (mm) 75 120 75
Asv Total Prv (sqmm) 1340.53 837.83 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)

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Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G54
Beam No : B129
Analysis Reference (Member) : 70,318 (0 m)
Beam Length : 3900 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 22 22 22 15 15
Critical L/C - RCDC 5 12 12 12 5 5
Mu (kNm) 20.11 7.32 3.17 16.97 15.35 8.34
Tu (kNm) 0.35 0.11 0.12 0.11 0.35 0.58
MTu (kNm) 0.49 0.16 0.17 0.16 0.49 0.82
Mud (kNm) 20.6 7.48 3.34 17.13 15.84 9.16
MuLim (kNm) 99 99 99 99 99 99
R 0.83 0.302 0.134 0.691 0.638 0.369
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.623 0.312 0.623 0.312 0.312 0.312
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 1.247
Ast (sqmm) 207.04 207.04 207.04 207.04 207.04 207.04
AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 245.44 490.87 245.44 245.44 245.44
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 981.74
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T25

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 15 15 15
Critical L/C - RCDC 5 5 5
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 24.51 28.5 11.55
Tu (kNm) 0.34 0.34 0.58
VTu (kN) 2.21 2.21 3.7
Vut (kN) 26.72 30.71 15.25
D+L 2.22 6.98 5.16
V (kN)
Mh (kNm) 109.98 109.98
Ms (kNm) 72.05 72.05

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Sway-Right (kN) 79.44 84.2 82.39

Sway-Left (kN) 75.01 70.25 73.24
Vu-Sway (kN) 79.44 84.2 82.39
Vud (kN) 79.44 84.2 82.39
Tv (N/sqmm) 1.01 1.07 1.05
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 79.44 84.2 82.39
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 118.64 134.705 79.828
Asv Torsion Prv (sqmm) 1340.53 744.74 1340.53
Asv Reqd (sqmm/m) 712.54 740.38 724.39
SvCalc (mm) 75 135 75
SvPrv (mm) 75 135 75
Asv Total Prv (sqmm) 1340.53 744.74 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm

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Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G54
Beam No : B130
Analysis Reference (Member) : 96 (0 m)
Beam Length : 2750 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm

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Side Clear Cover : 25 mm

Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 14 14 23 15
Critical L/C - RCDC 13 4 4 4 13 5
Mu (kNm) 5.04 8.62 8.38 18.76 7.36 23.44
Tu (kNm) 0.46 0.13 0.13 0.13 0.46 0.61
MTu (kNm) 0.66 0.18 0.18 0.18 0.66 0.87
Mud (kNm) 5.7 8.81 8.56 18.94 8.02 24.31
MuLim (kNm) 99 99 99 99 99 99
R 0.23 0.355 0.345 0.763 0.323 0.98
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.623 0.312 0.623 0.312 0.312 0.312
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 1.247
Ast (sqmm) 207.04 207.04 207.04 207.04 207.04 207.04
AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 245.44 490.87 245.44 245.44 245.44
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 981.74
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,

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A = Ptmin = Min % area of flexural reinforcement

Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 26.16 16.14 26.99
Tu (kNm) 0.13 0.61 0.61
VTu (kN) 0.83 3.92 3.92
Vut (kN) 26.98 20.06 30.92
D+L 17.02 7.93 18.39
V (kN)
Mh (kNm) 109.98 109.98
Ms (kNm) 72.05 72.05
Sway-Right (kN) 135.55 110.6 101.67
Sway-Left (kN) 101.51 126.46 136.92
Vu-Sway (kN) 135.55 126.46 136.92
Vud (kN) 135.55 126.46 136.92
Tv (N/sqmm) 1.72 1.61 1.74
Tc (N/sqmm) 0 0 0

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Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 135.55 126.46 136.92
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 112.808 100.297 144.018
Asv Torsion Prv (sqmm) 1340.53 1117.11 1340.53
Asv Reqd (sqmm/m) 1191.85 1111.96 1203.94
SvCalc (mm) 75 90 75
SvPrv (mm) 75 90 75
Asv Total Prv (sqmm) 1340.53 1117.11 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section

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Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G54
Beam No : B131
Analysis Reference (Member) : 102,321 (0 m)
Beam Length : 4780 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design

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Beam Bottom Beam Top

Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 10.4 28.04 10.81 43.35 5.42 46.44
Tu (kNm) 0.63 0 0 0 0 0
MTu (kNm) 0.89 0 0 0 0 0
Mud (kNm) 11.29 28.04 10.81 43.35 5.42 46.44
MuLim (kNm) 99 99 99 99 99 99
R 0.455 1.13 0.436 1.748 0.219 1.872
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.623 0.312 0.623 0.433 0.312 0.467
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 1.247
Ast (sqmm) 207.04 214.44 207.04 341.14 207.04 367.66
AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 245.44 490.87 341.14 245.44 367.66
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 981.74
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required

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D = AstCrack = Area of reinforcement required for Crackwidth

Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 47.44 40.17 49.32
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 47.44 40.17 49.32
D+L 38.62 31.76 38.79
V (kN)
Mh (kNm) 109.98 109.98
Ms (kNm) 72.05 72.05
Sway-Right (kN) 22.35 92.73 99.75
Sway-Left (kN) 99.59 29.21 25.35
Vu-Sway (kN) 99.59 92.73 99.75
Vud (kN) 99.59 92.73 99.75
Tv (N/sqmm) 1.26 1.18 1.27
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 99.59 92.73 99.75
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -

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Asv Torsion Prv (sqmm) - - -

Asv Reqd (sqmm/m) 875.66 824.58 877.1
SvCalc (mm) 75 120 75
SvPrv (mm) 75 120 75
Asv Total Prv (sqmm) 1340.53 837.83 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G54
Beam No : B132
Analysis Reference (Member) : 113 (0 m)
Beam Length : 6318 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 11 14 11
Critical L/C - RCDC 5 1 4 1 4 1
Mu (kNm) 11.74 40.24 12.5 75.49 - 73.85
Tu (kNm) 0.15 0 0.15 0 0.15 0
MTu (kNm) 0.21 0 0.21 0 0.21 0
Mud (kNm) 11.95 40.24 12.72 75.49 0.21 73.85
MuLim (kNm) 99 99 99 99 99 99
R 0.482 1.622 0.513 3.043 0.009 2.977

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.623 0.4 0.623 0.809 0.312 0.789
Pcclc (%) (C) 0 0 0 0 0.002 0
PtPrv (%) 0.766 0.766 0.766 1.247 1.247 1.247
Ast (sqmm) 207.04 314.75 207.04 637.35 207.04 621.01
AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 314.75 490.87 637.36 245.44 621.01
(sqmm)
AstPrv (sqmm) 603.18 603.18 603.18 981.74 981.74 981.74
Reinforcement Provided 3-T16 3-T16 3-T16 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 11 11 11

Critical L/C - RCDC 1 1 1
PtPrv (%) 1.247 1.247 1.247
Vu (kN) 65.2 50.58 64.69
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 65.21 50.57 64.69
D+L 51.93 40.69 51.98
V (kN)
Mh (kNm) 109.98 109.98
Ms (kNm) 72.05 72.05
Sway-Right (kN) 7.37 85.26 96.55
Sway-Left (kN) 96.5 3.88 7.41
Vu-Sway (kN) 96.5 85.26 96.55
Vud (kN) 96.5 85.26 96.55
Tv (N/sqmm) 1.23 1.08 1.23
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 96.5 85.26 96.55
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 848.52 749.65 848.91
SvCalc (mm) 75 130 75
SvPrv (mm) 75 130 75
Asv Total Prv (sqmm) 1340.53 773.38 1340.53

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm

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Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 158 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G55
Beam No : B133
Analysis Reference (Member) : 60 (0 m)
Beam Length : 1850 mm
Breadth (B) : 350 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis - - - 11 11 11
Critical L/C - RCDC - - - 1 1 1
Mu (kNm) - - - 19.89 70.09 100.23
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 0 0 0 19.89 70.09 100.23
MuLim (kNm) 122 122 122 122 122 122
R 0 0 0 0.653 2.301 3.291
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.274 0.263 0.493 0.263 0.587 0.889
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.329 0.329 0.548 0.548 0.974 0.986
Ast (sqmm) 271.45 271.45 271.45 271.45 605.71 917.72
AstDuctile (sqmm) (E) 282.75 254.48 508.95 254.48 254.48 254.48
AstFinal (Max(Ast, AstDuctile)) 282.75 271.45 508.95 271.45 605.71 917.72
(sqmm)
AstPrv (sqmm) 339.3 339.3 565.5 565.5 1005.3 1017.9
3-T12 3-T12 5-T12 5-T12 5-T16 5-T12
Reinforcement Provided
4-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.329 0.974 0.986
Vu (kN) 41.46 57.53 66.68
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 41.46 57.53 66.68
D+L 17.75 4.89 2.44
V (kN)
Mh (kNm) 65.91 109.05
Ms (kNm) 41.14 65.91

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Sway-Right (kN) 115.76 128.62 135.94

Sway-Left (kN) 134.92 122.06 115.25
Vu-Sway (kN) 134.92 128.62 135.94
Vud (kN) 134.92 128.62 135.94
Tv (N/sqmm) 1.31 1.25 1.32
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 134.92 128.62 135.94
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1266.73 1207.6 1276.34
SvCalc (mm) 70 80 70
SvPrv (mm) 70 80 70
Asv Total Prv (sqmm) 1436.29 1256.75 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

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Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G55
Beam No : B134
Analysis Reference (Member) : 63 (0 m)
Beam Length : 2800 mm
Breadth (B) : 350 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 15 14 14 30 15
Critical L/C - RCDC 5 5 4 4 20 5
Mu (kNm) 12.08 14.93 13.43 64.32 12.65 42.37
Tu (kNm) 0.6 0.3 0.57 0.57 0.59 0.3
MTu (kNm) 0.7 0.36 0.68 0.68 0.69 0.36
Mud (kNm) 12.78 15.29 14.11 64.99 13.34 42.73
MuLim (kNm) 122 122 122 122 122 122
R 0.42 0.502 0.463 2.134 0.438 1.403
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.493 0.263 0.274 0.539 0.263 0.342
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.548 0.329 0.329 0.986 0.548 0.548
Ast (sqmm) 271.45 271.45 271.45 556.74 271.45 353.2
AstDuctile (sqmm) (E) 508.95 254.48 282.75 254.48 254.48 254.48
AstFinal (Max(Ast, AstDuctile)) 508.95 271.45 282.75 556.74 271.45 353.2
(sqmm)
AstPrv (sqmm) 565.5 339.3 339.3 1017.9 565.5 565.5
5-T12 3-T12 3-T12 5-T12 5-T12 5-T12
Reinforcement Provided
4-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.986 0.548 0.548
Vu (kN) 83.48 45.14 50.66
Tu (kNm) 0.57 0.57 0.3
VTu (kN) 2.62 2.62 1.39
Vut (kN) 86.11 47.77 52.05
D+L 47.44 23.74 34.79
V (kN)
Mh (kNm) 109.05 65.91
Ms (kNm) 65.91 41.14
Sway-Right (kN) 26.38 97.56 108.61
Sway-Left (kN) 131.55 60.37 50.82
Vu-Sway (kN) 131.55 97.56 108.61
Vud (kN) 131.55 97.56 108.61
Tv (N/sqmm) 1.27 0.94 1.05
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 131.55 97.56 108.61
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) 340.309 192.831 205.024

Asv Torsion Prv (sqmm) 1436.29 957.52 1436.29
Asv Reqd (sqmm/m) 1235.12 941.13 1019.74
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 1436.29 957.52 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 310)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 155 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 350 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G55
Beam No : B135
Analysis Reference (Member) : 83 (0 m)
Beam Length : 2068 mm
Breadth (B) : 350 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 12 12 14 14 12
Critical L/C - RCDC 2 2 2 4 4 2

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Mu (kNm) - - - 34.81 20.53 5.54

Tu (kNm) 6.38 6.38 6.38 3.05 3.05 6.38
MTu (kNm) 7.5 7.5 7.5 3.59 3.59 7.5
Mud (kNm) 7.5 7.5 7.5 38.4 24.12 13.04
MuLim (kNm) 122 122 122 122 122 122
R 0.246 0.246 0.246 1.261 0.792 0.428
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.274 0.263 0.274 0.305 0.263 0.263
Pcclc (%) (C) 0.057 0.057 0.057 0 0 0.015
PtPrv (%) 0.329 0.329 0.329 0.548 0.548 0.548
Ast (sqmm) 271.45 271.45 271.45 315.39 271.45 271.45
AstDuctile (sqmm) (E) 282.75 141.38 282.75 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 282.75 271.45 282.75 315.39 271.45 271.45
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 565.5 565.5 565.5
Reinforcement Provided 3-T12 3-T12 3-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing

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Max(50% of Ast provided at top, 25% of max Ast

AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 30 14 15
Critical L/C - RCDC 20 4 5
PtPrv (%) 0.548 0.548 0.548
Vu (kN) 30.32 12.89 14.87
Tu (kNm) 3.16 3.05 1.5
VTu (kN) 14.45 13.94 6.88
Vut (kN) 44.78 26.83 21.75
D+L 13.45 5.55 15.18
V (kN)
Mh (kNm) 65.91 65.91
Ms (kNm) 41.14 41.14
Sway-Right (kN) 70.39 89.4 99.03
Sway-Left (kN) 97.3 78.3 69.49
Vu-Sway (kN) 97.3 89.4 99.03
Vud (kN) 97.3 89.4 99.03
Tv (N/sqmm) 0.94 0.87 0.96
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 97.3 89.4 99.03
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 222.234 151.432 107.433
Asv Torsion Prv (sqmm) 1436.29 874.26 1436.29
Asv Reqd (sqmm/m) 913.57 839.38 929.73
SvCalc (mm) 70 115 70
SvPrv (mm) 70 115 70

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Asv Total Prv (sqmm) 1436.29 874.26 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 310)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 155 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G55
Beam No : B136
Analysis Reference (Member) : 108 (0 m)
Beam Length : 5099 mm
Breadth (B) : 350 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 14 30 15 11
Critical L/C - RCDC 1 1 4 20 5 1
Mu (kNm) 16.79 27.39 8.75 20.72 5.44 43.42
Tu (kNm) 3.59 2.24 2.15 2.19 1.15 2.24
MTu (kNm) 4.22 2.63 2.53 2.58 1.35 2.63
Mud (kNm) 21.01 30.02 11.28 23.29 6.79 46.06
MuLim (kNm) 122 122 122 122 122 122
R 0.69 0.986 0.37 0.765 0.223 1.512

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Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

Ptclc (%) (B') 0.274 0.263 0.274 0.263 0.263 0.371
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.329 0.329 0.329 0.548 0.548 0.548
Ast (sqmm) 271.45 271.45 271.45 271.45 271.45 382.67
AstDuctile (sqmm) (E) 282.75 141.38 282.75 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 282.75 271.45 282.75 271.45 271.45 382.67
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 565.5 565.5 565.5
Reinforcement Provided 3-T12 3-T12 3-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right

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Critical L/C - Analysis 11 11 11

Critical L/C - RCDC 1 1 1
PtPrv (%) 0.548 0.329 0.548
Vu (kN) 34.03 27.47 39.2
Tu (kNm) 2.24 2.24 2.24
VTu (kN) 10.24 10.24 10.24
Vut (kN) 44.26 37.71 49.44
D+L 31.12 23.63 27.46
V (kN)
Mh (kNm) 65.91 65.91
Ms (kNm) 41.14 41.14
Sway-Right (kN) 0.36 55.11 58.94
Sway-Left (kN) 62.6 7.86 5.51
Vu-Sway (kN) 62.6 55.11 58.94
Vud (kN) 62.6 55.11 58.94
Tv (N/sqmm) 0.61 0.53 0.57
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 62.6 55.11 58.94
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 205.677 180.459 225.567
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 587.75 538.52 553.41
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm

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Spc2 = 300 mm

For Torsion
(X1 = 310, Y1 = 310)
Spc3 = X1 = 310 mm
Spc4=(X1+Y1)/4 = 155 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 350 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G56
Beam No : B137
Analysis Reference (Member) : 198 (0 m)

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Beam Length : 3243 mm

Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 22 14 23 15
Critical L/C - RCDC 13 5 12 4 13 5
Mu (kNm) 16.13 13.12 13.04 33.36 10.81 37.64
Tu (kNm) 0 0 0.16 0.21 0 0
MTu (kNm) 0 0 0.18 0.24 0 0
Mud (kNm) 16.13 13.12 13.22 33.61 10.81 37.64
MuLim (kNm) 395 395 395 395 395 395
R 0.163 0.133 0.134 0.339 0.109 0.38
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.305 0.305 0.305 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97

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AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32

AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1005.3 1005.3 1005.3
Reinforcement Provided 6-T12 6-T12 6-T12 5-T16 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.452 0.452 0.452
Vu (kN) 32.94 24.12 37.39
Tu (kNm) 0.21 0 0

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VTu (kN) 0.66 0 0

Vut (kN) 33.6 24.12 37.39
D+L 17.21 12.23 25.15
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 124.65 124.65
Sway-Right (kN) 172.47 143.03 132.27
Sway-Left (kN) 138.04 167.48 180.41
Vu-Sway (kN) 172.47 167.48 180.41
Vud (kN) 172.47 167.48 180.41
Tv (N/sqmm) 0.78 0.75 0.81
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 172.47 167.48 180.41
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 87.137 - -
Asv Torsion Prv (sqmm) 1436.29 - -
Asv Reqd (sqmm/m) 1073.45 1042.43 1122.87
SvCalc (mm) 70 95 70
SvPrv (mm) 70 95 70
Asv Total Prv (sqmm) 1436.29 1058.32 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm

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Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.21 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 211 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

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Group : G56
Beam No : B138
Analysis Reference (Member) : 338,180 (0 m)
Beam Length : 4777 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 15 15
Critical L/C - RCDC 5 1 4 4 5 5
Mu (kNm) 15.68 51.12 13.52 67.77 11.11 80.34
Tu (kNm) 0.11 0.16 0.16 0.16 0.11 0.11
MTu (kNm) 0.13 0.19 0.19 0.19 0.13 0.13
Mud (kNm) 15.81 51.32 13.7 67.96 11.24 80.47
MuLim (kNm) 395 395 395 395 395 395

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R 0.16 0.518 0.138 0.686 0.114 0.813

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.353 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.361 0.361 0.361 0.452 0.452 0.706
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97
AstDuctile (sqmm) (E) 502.65 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 785.4 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1005.3 1005.3 1570.8
Reinforcement Provided 4-T16 4-T16 4-T16 5-T16 5-T16 5-T20

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.452 0.361 0.706
Vu (kN) 62.62 47.94 79.58
Tu (kNm) 0.16 0.16 0.16
VTu (kN) 0.52 0.52 0.52
Vut (kN) 63.14 48.47 80.1
D+L 47.27 35.53 66.49
V (kN)
Mh (kNm) 179.87 268.11
Ms (kNm) 146.26 146.26
Sway-Right (kN) 189.22 177.48 79.06
Sway-Left (kN) 64.45 76.2 178.21
Vu-Sway (kN) 189.22 177.48 178.21
Vud (kN) 189.22 177.48 178.21
Tv (N/sqmm) 0.85 0.8 0.8
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 189.22 177.48 178.21
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 162.26 124.791 207.477
Asv Torsion Prv (sqmm) 1182.82 1117.11 1117.11
Asv Reqd (sqmm/m) 1177.71 1104.62 1109.2
SvCalc (mm) 85 90 90
SvPrv (mm) 85 90 90
Asv Total Prv (sqmm) 1182.82 1117.11 1117.11

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 334 mm

Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.16 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

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Spacing Criteria

Provided Spacing = 207 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G56
Beam No : B139
Analysis Reference (Member) : 167,168 (0 m)
Beam Length : 9650 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 16 11 19 11 14 11

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Critical L/C - RCDC 6 1 9 1 4 1

Mu (kNm) - 148.55 - 235.86 7.67 162.66
Tu (kNm) 0.31 0.25 0.28 0.22 0.17 0.25
MTu (kNm) 0.36 0.3 0.33 0.26 0.2 0.3
Mud (kNm) 0.36 148.85 0.33 236.12 7.87 162.96
MuLim (kNm) 395 395 395 395 395 395
R 0.004 1.503 0.003 2.385 0.079 1.646
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.353 0.368 0.353 0.611 0.263 0.406
Pcclc (%) (C) 0.001 0 0.001 0 0 0
PtPrv (%) 0.452 0.452 0.452 0.706 0.452 0.452
Ast (sqmm) 584.97 819.52 584.97 1358.79 584.97 903.27
AstDuctile (sqmm) (E) 785.4 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 819.52 785.4 1358.79 584.97 903.28
(sqmm)
AstPrv (sqmm) 1005.3 1005.3 1005.3 1570.8 1005.3 1005.3
Reinforcement Provided 5-T16 5-T16 5-T16 5-T20 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.706 0.706 0.452
Vu (kN) 124.96 108.99 111.5
Tu (kNm) 0.22 0.22 0.25
VTu (kN) 0.71 0.71 0.81
Vut (kN) 125.67 109.7 112.31
D+L 97.9 85.13 87.13
V (kN)
Mh (kNm) 268.11 179.87
Ms (kNm) 179.87 179.87
Sway-Right (kN) 40.79 28.02 30.02
Sway-Left (kN) 169.02 156.24 158.25
Vu-Sway (kN) 169.02 156.24 158.25
Vud (kN) 169.02 156.24 158.25
Tv (N/sqmm) 0.76 0.7 0.71
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 169.02 156.24 158.25
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 325.267 281.47 288.361
Asv Torsion Prv (sqmm) 1058.32 1005.4 1058.32
Asv Reqd (sqmm/m) 1051.99 972.47 984.94
SvCalc (mm) 95 100 95

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SvPrv (mm) 95 100 95

Asv Total Prv (sqmm) 1058.32 1005.4 1058.32

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.25 > 0 kNm

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Beam Depth >750 Or Torsion > 0,

Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 207 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G56
Beam No : B140
Analysis Reference (Member) : 169,171 (0 m)
Beam Length : 6154 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 11 14 11
Critical L/C - RCDC 5 1 4 1 4 1
Mu (kNm) 12.02 54.88 25.19 84.23 12.19 68.36
Tu (kNm) 0.14 0.21 0.3 0 0.14 0.21
MTu (kNm) 0.17 0.25 0.36 0 0.16 0.25
Mud (kNm) 12.19 55.13 25.55 84.23 12.35 68.61
MuLim (kNm) 395 395 395 395 395 395
R 0.123 0.557 0.258 0.851 0.125 0.693
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.353 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.361 0.361 0.361 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97
AstDuctile (sqmm) (E) 785.4 392.7 502.65 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 804.24 804.24 804.24 1005.3 1005.3 1005.3
Reinforcement Provided 4-T16 4-T16 4-T16 5-T16 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.452 0.452 0.452
Vu (kN) 65.35 73.43 90.74
Tu (kNm) 0 0.21 0.21
VTu (kN) 0 0.69 0.69
Vut (kN) 65.35 74.11 91.43
D+L 54.63 56.4 70.25
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 146.26 146.26
Sway-Right (kN) 28.71 139.73 153.58
Sway-Left (kN) 137.96 26.94 17.26
Vu-Sway (kN) 137.96 139.73 153.58
Vud (kN) 137.96 139.73 153.58
Tv (N/sqmm) 0.62 0.63 0.69
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 137.96 139.73 153.58
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) - 190.594 234.791

Asv Torsion Prv (sqmm) - 874.26 1058.32
Asv Reqd (sqmm/m) 858.68 869.7 955.91
SvCalc (mm) 95 115 95
SvPrv (mm) 95 115 95
Asv Total Prv (sqmm) 1058.32 874.26 1058.32

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.21 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 209 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G56
Beam No : B141
Analysis Reference (Member) : 173 (0 m)
Beam Length : 1999 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 22 22 14 14 15
Critical L/C - RCDC 13 12 12 4 4 5
Mu (kNm) 24.68 15 27.27 38.6 17.71 34.91
Tu (kNm) 0 0 0 0 0 0.11
MTu (kNm) 0 0 0 0 0 0.13
Mud (kNm) 24.68 15 27.27 38.6 17.71 35.04
MuLim (kNm) 395 395 395 395 395 395
R 0.249 0.152 0.275 0.39 0.179 0.354
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.305 0.305 0.305 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1005.3 1005.3 1005.3
Reinforcement Provided 6-T12 6-T12 6-T12 5-T16 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.452 0.452 0.452
Vu (kN) 43.97 - 42.05
Tu (kNm) 0 - 0.11
VTu (kN) 0 - 0.36
Vut (kN) 43.97 - 42.41
D+L 10.86 0 14.81
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 124.65 124.65
Sway-Right (kN) 286.93 0 312.6
Sway-Left (kN) 308.65 0 284.41
Vu-Sway (kN) 308.65 0 312.6
Vud (kN) 308.65 - 312.6
Tv (N/sqmm) 1.39 - 1.4

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Tc (N/sqmm) 0 - 0
Vc (kN) 0 - 0
Vus=Vud-Vc (kN) 308.65 - 312.6
Legs 4 - 4
Stirrup Rebar 8 - 8
Asv Torsion (sqmm) - - 108.988
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 1921.06 - 1945.64
SvCalc (mm) 70 - 70
SvPrv (mm) 70 - 70
Asv Total Prv (sqmm) 2872.57 - 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Right Section
Spc5 = d / 4 = 111 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.11 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 211 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G56
Beam No : B142
Analysis Reference (Member) : 172 (0 m)
Beam Length : 3025 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016

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Beam Type : Ductile Beam

Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 23 15
Critical L/C - RCDC 13 4 12 4 13 5
Mu (kNm) 17.59 13.36 16.65 32.9 11.09 35.46
Tu (kNm) 0 0.18 0.14 0.18 0 0
MTu (kNm) 0 0.21 0.17 0.21 0 0
Mud (kNm) 17.59 13.57 16.81 33.12 11.09 35.46
MuLim (kNm) 395 395 395 395 395 395
R 0.178 0.137 0.17 0.334 0.112 0.358
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.305 0.305 0.305 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1005.3 1005.3 1005.3
Reinforcement Provided 6-T12 6-T12 6-T12 5-T16 5-T16 5-T16

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.452 0.452 0.452
Vu (kN) 33.46 23.01 36.9
Tu (kNm) 0.18 0.18 0
VTu (kN) 0.58 0.58 0
Vut (kN) 34.04 23.59 36.9
D+L 18.32 7.95 20.53
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 124.65 124.65
Sway-Right (kN) 153.23 179.5 192.08

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Sway-Left (kN) 189.87 163.6 152.96

Vu-Sway (kN) 189.87 179.5 192.08
Vud (kN) 189.87 179.5 192.08
Tv (N/sqmm) 0.85 0.81 0.86
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 189.87 179.5 192.08
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 88.075 61.407 -
Asv Torsion Prv (sqmm) 1436.29 1182.82 -
Asv Reqd (sqmm/m) 1181.76 1121.81 1195.52
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.18 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 211 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G56
Beam No : B143
Analysis Reference (Member) : 170 (0 m)

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Beam Length : 2068 mm

Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 22 14 15 15
Critical L/C - RCDC 13 5 12 4 5 5
Mu (kNm) 30.87 17.1 29.4 37.71 17.52 41.1
Tu (kNm) 0.14 0.18 0 0 0.18 0.18
MTu (kNm) 0.17 0.21 0 0 0.21 0.21
Mud (kNm) 31.04 17.31 29.4 37.71 17.73 41.31
MuLim (kNm) 395 395 395 395 395 395
R 0.313 0.175 0.297 0.381 0.179 0.417
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.305 0.305 0.305 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97

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AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32

AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1005.3 1005.3 1005.3
Reinforcement Provided 6-T12 6-T12 6-T12 5-T16 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.452 0.452 0.452
Vu (kN) 44.02 - 48.36
Tu (kNm) 0 - 0.18

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VTu (kN) 0 - 0.57

Vut (kN) 44.02 - 48.93
D+L 13.12 0 14.06
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 124.65 124.65
Sway-Right (kN) 252.95 0 280.13
Sway-Left (kN) 279.2 0 253.35
Vu-Sway (kN) 279.2 0 280.13
Vud (kN) 279.2 - 280.13
Tv (N/sqmm) 1.25 - 1.26
Tc (N/sqmm) 0 - 0
Vc (kN) 0 - 0
Vus=Vud-Vc (kN) 279.2 - 280.13
Legs 4 - 4
Stirrup Rebar 8 - 8
Asv Torsion (sqmm) - - 126.077
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 1737.72 - 1743.55
SvCalc (mm) 70 - 70
SvPrv (mm) 70 - 70
Asv Total Prv (sqmm) 2872.57 - 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm

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Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.18 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 211 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

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Group : G56
Beam No : B144
Analysis Reference (Member) : 174 (0 m)
Beam Length : 5099 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 22 15
Critical L/C - RCDC 5 1 4 4 12 5
Mu (kNm) 11.33 22.22 11.45 44.41 5.32 47.03
Tu (kNm) 0.1 0.11 0 0 0 0.1
MTu (kNm) 0.12 0.13 0 0 0 0.12
Mud (kNm) 11.45 22.34 11.45 44.41 5.31 47.15
MuLim (kNm) 395 395 395 395 395 395
R 0.116 0.226 0.116 0.449 0.054 0.476
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263

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Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263

Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.305 0.305 0.305 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1005.3 1005.3 1005.3
Reinforcement Provided 6-T12 6-T12 6-T12 5-T16 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11

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Critical L/C - RCDC 1 1 1

PtPrv (%) 0.452 0.305 0.452
Vu (kN) 38.98 25.61 43.42
Tu (kNm) 0.11 0.11 0.11
VTu (kN) 0.34 0.34 0.34
Vut (kN) 39.32 25.95 43.76
D+L 31.85 20.87 34.07
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 124.65 124.65
Sway-Right (kN) 60.98 113.71 126.91
Sway-Left (kN) 124.69 71.96 62.22
Vu-Sway (kN) 124.69 113.71 126.91
Vud (kN) 124.69 113.71 126.91
Tv (N/sqmm) 0.56 0.51 0.57
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 124.69 113.71 126.91
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 101.068 66.934 112.403
Asv Torsion Prv (sqmm) 1436.29 718.14 1436.29
Asv Reqd (sqmm/m) 776.08 709.5 789.86
SvCalc (mm) 70 140 70
SvPrv (mm) 70 140 70
Asv Total Prv (sqmm) 1436.29 718.14 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

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For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.11 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 250 sqmm
SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

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Provided Spacing = 211 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G56
Beam No : B145
Analysis Reference (Member) : 175 (0 m)
Beam Length : 3587 mm
Breadth (B) : 500 mm
Depth (D) : 500 mm
Effective Depth (d) : 445 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 18 14 14 23 15
Critical L/C - RCDC 5 8 4 4 13 5
Mu (kNm) 11.36 12.2 12.16 33.81 8.67 35.67

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Tu (kNm) 0.32 0.21 0 0 0.24 0.32

MTu (kNm) 0.37 0.24 0 0 0.28 0.37
Mud (kNm) 11.73 12.44 12.16 33.81 8.95 36.04
MuLim (kNm) 395 395 395 395 395 395
R 0.118 0.126 0.123 0.341 0.09 0.364
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.305 0.305 0.305 0.452 0.452 0.452
Ast (sqmm) 584.97 584.97 584.97 584.97 584.97 584.97
AstDuctile (sqmm) (E) 502.65 251.32 502.65 251.32 251.32 251.32
AstFinal (Max(Ast, AstDuctile)) 584.97 584.97 584.97 584.97 584.97 584.97
(sqmm)
AstPrv (sqmm) 678.6 678.6 678.6 1005.3 1005.3 1005.3
Reinforcement Provided 6-T12 6-T12 6-T12 5-T16 5-T16 5-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)

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AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.452 0.452 0.452
Vu (kN) 32.72 20.46 35.67
Tu (kNm) 0 0 0.32
VTu (kN) 0 0 1.01
Vut (kN) 32.72 20.46 36.69
D+L 21.74 8.75 24.17
V (kN)
Mh (kNm) 179.87 179.87
Ms (kNm) 124.65 124.65
Sway-Right (kN) 118.37 148.85 164.27
Sway-Left (kN) 161.84 131.36 118.26
Vu-Sway (kN) 161.84 148.85 164.27
Vud (kN) 161.84 148.85 164.27
Tv (N/sqmm) 0.73 0.67 0.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 161.84 148.85 164.27
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 95.719
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 1007.31 937.27 1022.42
SvCalc (mm) 70 105 70
SvPrv (mm) 70 105 70
Asv Total Prv (sqmm) 1436.29 957.52 1436.29

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Maximum Spacing Criteria

Basic
Spc1 =0.75d = 334 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 460)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 230 mm

For Ductility
Left Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 222 mm

Right Section
Spc5 = d / 4 = 111 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 500 mm
Torsion = 0.32 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided

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Asr = 250 sqmm

SFR Provided = 1-T16EF
ASFR Provided = 402.12 sqmm

Spacing Criteria

Provided Spacing = 211 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B146
Analysis Reference (Member) : 196 (0 m)
Beam Length : 3243 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 15 22 14 23 15
Critical L/C - RCDC 13 5 12 4 13 5
Mu (kNm) 18.5 14.98 16.39 38.42 12.48 39.16
Tu (kNm) 0.12 0.15 0 0 0.12 0.15
MTu (kNm) 0.13 0.16 0 0 0.13 0.16
Mud (kNm) 18.64 15.14 16.39 38.43 12.61 39.31
MuLim (kNm) 238 238 238 238 238 238
R 0.313 0.254 0.275 0.646 0.212 0.661
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.328 0.328 0.328 0.328 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51
AstDuctile (sqmm) (E) 282.75 141.38 282.75 141.38 141.38 141.38
AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 565.5 565.5 565.5 565.5 565.5 565.5
Reinforcement Provided 5-T12 5-T12 5-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement

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C = Pcclc = % area of compression reinforcement required

D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 0.328 0.328 0.328
Vu (kN) 37.7 29.01 36.77
Tu (kNm) 0 0.15 0.15
VTu (kN) 0 0.48 0.48
Vut (kN) 37.7 29.49 37.26
D+L 21.75 13.67 20.61
V (kN)
Mh (kNm) 80.21 80.21
Ms (kNm) 80.21 80.21
Sway-Right (kN) 103.54 68.12 63.04
Sway-Left (kN) 60.03 95.45 102.4
Vu-Sway (kN) 103.54 95.45 102.4
Vud (kN) 103.54 95.45 102.4
Tv (N/sqmm) 0.6 0.55 0.59
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 103.54 95.45 102.4
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) - 97.904 123.352

Asv Torsion Prv (sqmm) - 773.38 1436.29
Asv Reqd (sqmm/m) 831.2 766.3 822.06
SvCalc (mm) 70 130 70
SvPrv (mm) 70 130 70
Asv Total Prv (sqmm) 1436.29 773.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 0.15 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 163 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B147
Analysis Reference (Member) : 340,177 (0 m)
Beam Length : 4777 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 14 15 11
Critical L/C - RCDC 5 1 4 4 5 1
Mu (kNm) 16.44 57.6 16.28 73.66 11.57 85.37
Tu (kNm) 0 0 0 0 0 0
MTu (kNm) 0 0 0 0 0 0
Mud (kNm) 16.44 57.6 16.28 73.66 11.57 85.37
MuLim (kNm) 238 238 238 238 238 238
R 0.276 0.968 0.274 1.238 0.194 1.434
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.455 0.3 0.263 0.35
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.393 0.393 0.525 0.328 0.328 0.911
Ast (sqmm) 453.51 453.51 453.51 516.76 453.51 604.3
AstDuctile (sqmm) (E) 392.7 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 785.4 516.76 453.51 604.3
(sqmm)
AstPrv (sqmm) 678.6 678.6 904.8 565.5 565.5 1570.8
6-T12 6-T12 6-T12 5-T12 5-T12 5-T20
Reinforcement Provided
2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

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AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.328 0.393 0.911
Vu (kN) 72.24 54.97 85.13
Tu (kNm) 0 0 0
VTu (kN) 0 0 0
Vut (kN) 72.24 54.97 85.13
D+L 55.27 41.45 70.63
V (kN)
Mh (kNm) 80.21 199.78
Ms (kNm) 95.13 123.86
Sway-Right (kN) 156.3 142.48 32.12
Sway-Left (kN) 14.64 28.46 140.53
Vu-Sway (kN) 156.3 142.48 140.53
Vud (kN) 156.3 142.48 140.53

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Tv (N/sqmm) 0.91 0.83 0.81

Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 156.3 142.48 140.53
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - -
Asv Torsion Prv (sqmm) - - -
Asv Reqd (sqmm/m) 1254.79 1143.84 1128.21
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Web Depth = 400 <= 750 mm
Side Face Reinforcement not required.

Group : G57
Beam No : B148
Analysis Reference (Member) : 131,132 (0 m)
Beam Length : 9650 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 11 11

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Critical L/C - RCDC 1 1 1 1 1 1

Mu (kNm) 38.66 58.2 38.01 134.51 - 129.25
Tu (kNm) 20.2 20.2 15.13 20.2 20.2 15.13
MTu (kNm) 21.39 21.39 16.02 21.39 21.39 16.02
Mud (kNm) 60.04 79.59 54.03 155.9 21.39 145.27
MuLim (kNm) 238 238 238 238 238 238
R 1.009 1.337 0.908 2.62 0.359 2.441
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.455 0.325 0.455 0.68 0.263 0.627
Pcclc (%) (C) 0 0 0 0 0.084 0
PtPrv (%) 0.484 0.393 0.525 0.911 0.328 0.911
Ast (sqmm) 453.51 560.87 453.51 1172.27 453.51 1081.57
AstDuctile (sqmm) (E) 785.4 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 560.87 785.4 1172.27 453.51 1081.57
(sqmm)
AstPrv (sqmm) 835.68 678.6 904.8 1570.8 565.5 1570.8
6-T12 6-T12 6-T12 5-T20 5-T12 5-T20
Reinforcement Provided
2-T10 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
E = AstDuctile =
Area of reinforcement as per ductile detailing

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requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.911 0.911 0.911
Vu (kN) 80.4 80.4 79.99
Tu (kNm) 20.2 20.2 15.13
VTu (kN) 64.64 64.64 48.41
Vut (kN) 145.03 145.03 128.4
D+L 69.15 63.84 63.51
V (kN)
Mh (kNm) 199.78 199.78
Ms (kNm) 115.24 123.86
Sway-Right (kN) 18.98 13.68 13.35
Sway-Left (kN) 120.68 115.37 115.04
Vu-Sway (kN) 120.68 115.37 115.04
Vud (kN) 145.03 145.03 128.4
Tv (N/sqmm) 0.7 0.84 0.74
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 145.03 145.03 128.4
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 664.167 641.416 563.841
Asv Torsion Prv (sqmm) 1675.67 1182.82 1436.29
Asv Reqd (sqmm/m) 1164.34 1164.34 1030.82

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SvCalc (mm) 60 85 85
SvPrv (mm) 60 85 70
Asv Total Prv (sqmm) 1675.67 1182.82 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm

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Torsion = 20.2 > 0 kNm

Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 144.7 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B149
Analysis Reference (Member) : 133,135 (0 m)
Beam Length : 6154 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm

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Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 29 11 30 11 14 11
Critical L/C - RCDC 19 1 20 1 4 1
Mu (kNm) - 116.97 8.94 130.7 18.02 186.88
Tu (kNm) 4.41 7.69 4.41 4.34 1.73 7.69
MTu (kNm) 4.67 8.14 4.67 4.6 1.83 8.14
Mud (kNm) 4.67 125.11 13.61 135.29 19.85 195.02
MuLim (kNm) 238 238 238 238 238 238
R 0.079 2.102 0.229 2.273 0.334 3.277
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.455 0.53 0.455 0.579 0.263 0.884
Pcclc (%) (C) 0.018 0 0 0 0 0
PtPrv (%) 0.525 0.656 0.525 0.911 0.328 0.911
Ast (sqmm) 453.51 914.96 453.51 998.25 453.51 1525.48
AstDuctile (sqmm) (E) 785.4 392.7 785.4 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 914.96 785.4 998.25 453.51 1525.48
(sqmm)
AstPrv (sqmm) 904.8 1131 904.8 1570.8 565.5 1570.8
6-T12 6-T12 6-T12 5-T20 5-T12 5-T20
Reinforcement Provided
2-T12 4-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement

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Maximum of % reinforcement required for

B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.911 0.911 0.911
Vu (kN) 96.3 145.18 161.22
Tu (kNm) 4.34 7.69 7.69
VTu (kN) 13.89 24.61 24.61
Vut (kN) 110.19 169.79 185.83
D+L 85.5 107.69 120.52
V (kN)
Mh (kNm) 199.78 199.78
Ms (kNm) 123.86 123.86
Sway-Right (kN) 0.28 192.91 205.74
Sway-Left (kN) 170.72 22.47 35.3
Vu-Sway (kN) 170.72 192.91 205.74
Vud (kN) 170.72 192.91 205.74
Tv (N/sqmm) 0.99 1.12 1.19
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0

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Vus=Vud-Vc (kN) 170.72 192.91 205.74

Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 408.032 619.765 691.379
Asv Torsion Prv (sqmm) 1436.29 804.32 1436.29
Asv Reqd (sqmm/m) 1370.53 1548.68 1651.7
SvCalc (mm) 70 125 70
SvPrv (mm) 70 125 70
Asv Total Prv (sqmm) 2872.57 1608.64 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 7.69 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 144.7 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B150
Analysis Reference (Member) : 137 (0 m)
Beam Length : 1999 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam

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Grade Of Concrete (Fck) : M30 N/sqmm

Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 14 15
Critical L/C - RCDC 13 4 12 4 4 5
Mu (kNm) 31.39 17.98 32.73 44.52 19.81 30.97
Tu (kNm) 0.2 0 0 0 0 0.25
MTu (kNm) 0.21 0 0 0 0 0.27
Mud (kNm) 31.6 17.97 32.73 44.53 19.81 31.24
MuLim (kNm) 238 238 238 238 238 238
R 0.531 0.302 0.55 0.748 0.333 0.525
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.455 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.525 0.393 0.393 0.911 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51
AstDuctile (sqmm) (E) 785.4 392.7 392.7 392.7 392.7 392.7
AstFinal (Max(Ast, AstDuctile)) 785.4 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 904.8 678.6 678.6 1570.8 565.5 565.5
6-T12 6-T12 6-T12 5-T20 5-T12 5-T12
Reinforcement Provided
2-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.911 0.328 0.328
Vu (kN) 51.47 40.99 36.31
Tu (kNm) 0 0 0.25
VTu (kN) 0 0 0.81
Vut (kN) 51.47 40.99 37.12
D+L 14.49 2.5 4.54
V (kN)
Mh (kNm) 199.78 80.21
Ms (kNm) 123.86 95.13
Sway-Right (kN) 201.35 213.34 220.38

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Sway-Left (kN) 326.42 314.43 307.39

Vu-Sway (kN) 326.42 314.43 307.39
Vud (kN) 326.42 314.43 307.39
Tv (N/sqmm) 1.89 1.82 1.78
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 326.42 314.43 307.39
Legs 4 4 4
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 123.748
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 2620.57 2524.31 2467.79
SvCalc (mm) 70 75 75
SvPrv (mm) 70 75 70
Asv Total Prv (sqmm) 2872.57 2681.07 2872.57

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 0.25 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 144.7 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B151
Analysis Reference (Member) : 136 (0 m)

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Beam Length : 3025 mm

Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 23 15
Critical L/C - RCDC 13 4 12 4 13 5
Mu (kNm) 19.02 15.54 20.41 38.32 12.85 38.62
Tu (kNm) 0.13 0 0 0 0.13 0.16
MTu (kNm) 0.14 0 0 0 0.14 0.17
Mud (kNm) 19.17 15.54 20.41 38.32 12.99 38.79
MuLim (kNm) 238 238 238 238 238 238
R 0.322 0.261 0.343 0.644 0.218 0.652
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.328 0.328 0.328 0.328 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51

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AstDuctile (sqmm) (E) 339.3 169.65 282.75 169.65 169.65 169.65

AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 565.5 565.5 565.5 565.5 565.5 565.5
Reinforcement Provided 5-T12 5-T12 5-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.328 0.328 0.328
Vu (kN) 38.34 27.6 37.56
Tu (kNm) 0 0 0.16

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VTu (kN) 0 0 0.52

Vut (kN) 38.34 27.6 38.08
D+L 23.5 10.97 23.17
V (kN)
Mh (kNm) 80.21 80.21
Ms (kNm) 80.21 80.21
Sway-Right (kN) 65.89 100.37 112.56
Sway-Left (kN) 112.9 78.42 67.46
Vu-Sway (kN) 112.9 100.37 112.56
Vud (kN) 112.9 100.37 112.56
Tv (N/sqmm) 0.65 0.58 0.65
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 112.9 100.37 112.56
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - - 126.158
Asv Torsion Prv (sqmm) - - 1436.29
Asv Reqd (sqmm/m) 906.37 809.41 903.68
SvCalc (mm) 70 120 70
SvPrv (mm) 70 120 70
Asv Total Prv (sqmm) 1436.29 837.83 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm

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Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 0.16 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 163 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

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Group : G57
Beam No : B152
Analysis Reference (Member) : 134 (0 m)
Beam Length : 2068 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 15 15
Critical L/C - RCDC 13 4 12 4 5 5
Mu (kNm) 34.91 19.69 35.63 46.06 19.98 45.89
Tu (kNm) 0.31 0.16 0 0.16 0.42 0.42
MTu (kNm) 0.33 0.17 0 0.17 0.45 0.45
Mud (kNm) 35.23 19.86 35.63 46.22 20.43 46.34
MuLim (kNm) 238 238 238 238 238 238

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R 0.592 0.334 0.599 0.777 0.343 0.779

Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.328 0.328 0.328 0.328 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51
AstDuctile (sqmm) (E) 339.3 169.65 282.75 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 565.5 565.5 565.5 565.5 565.5 565.5
Reinforcement Provided 5-T12 5-T12 5-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design

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Left Mid Right

Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.328 0.328 0.328
Vu (kN) 52.72 41.73 51.96
Tu (kNm) 0.16 0.16 0.42
VTu (kN) 0.51 0.51 1.36
Vut (kN) 53.23 42.23 53.31
D+L 16.64 3.89 16.47
V (kN)
Mh (kNm) 80.21 80.21
Ms (kNm) 80.21 80.21
Sway-Right (kN) 123.52 144.05 156.63
Sway-Left (kN) 156.8 136.27 124.55
Vu-Sway (kN) 156.8 144.05 156.63
Vud (kN) 156.8 144.05 156.63
Tv (N/sqmm) 0.91 0.84 0.91
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 156.8 144.05 156.63
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 175.769 139.728 178.227
Asv Torsion Prv (sqmm) 1436.29 1182.82 1436.29
Asv Reqd (sqmm/m) 1258.78 1157.58 1257.44
SvCalc (mm) 70 85 70
SvPrv (mm) 70 85 70
Asv Total Prv (sqmm) 1436.29 1182.82 1436.29

Maximum Spacing Criteria

Basic

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Spc1 =0.75d = 259 mm

Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 0.42 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

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Spacing Criteria

Provided Spacing = 163 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B153
Analysis Reference (Member) : 138 (0 m)
Beam Length : 5099 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 30 23 31

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Critical L/C - RCDC 5 1 4 20 13 21

Mu (kNm) 13.22 30.09 12.96 54.28 6.23 54
Tu (kNm) 0 0.1 0 0 0 0
MTu (kNm) 0 0.11 0 0 0 0
Mud (kNm) 13.22 30.2 12.96 54.28 6.23 54
MuLim (kNm) 238 238 238 238 238 238
R 0.222 0.507 0.218 0.912 0.105 0.907
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.328 0.328 0.328 0.328 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51
AstDuctile (sqmm) (E) 339.3 169.65 282.75 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 565.5 565.5 565.5 565.5 565.5 565.5
Reinforcement Provided 5-T12 5-T12 5-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements

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Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.328 0.328 0.328
Vu (kN) 49.99 43.43 49.4
Tu (kNm) 0.1 0.1 0.1
VTu (kN) 0.33 0.33 0.33
Vut (kN) 50.31 43.75 49.73
D+L 39.94 34.32 39.57
V (kN)
Mh (kNm) 80.21 80.21
Ms (kNm) 80.21 80.21
Sway-Right (kN) 8.96 83.23 88.47
Sway-Left (kN) 88.85 14.58 11.53
Vu-Sway (kN) 88.85 83.23 88.47
Vud (kN) 88.85 83.23 88.47
Tv (N/sqmm) 0.52 0.48 0.51
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 88.85 83.23 88.47
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 165.749 144.249 163.843
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 713.28 671.16 710.27
SvCalc (mm) 70 145 70

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SvPrv (mm) 70 145 70

Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 0.1 > 0 kNm

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Beam Depth >750 Or Torsion > 0,

Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 163 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B154
Analysis Reference (Member) : 148 (0 m)
Beam Length : 3587 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 15 22 14 22 15
Critical L/C - RCDC 5 5 12 4 12 5
Mu (kNm) 12.22 12.99 10.96 38.58 10.34 32.21
Tu (kNm) 0.31 0.31 0 0 0 0.31
MTu (kNm) 0.33 0.33 0 0 0 0.33
Mud (kNm) 12.55 13.32 10.96 38.58 10.34 32.55
MuLim (kNm) 238 238 238 238 238 238
R 0.211 0.224 0.184 0.648 0.174 0.547
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.328 0.328 0.328 0.328 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51
AstDuctile (sqmm) (E) 339.3 169.65 282.75 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 565.5 565.5 565.5 565.5 565.5 565.5
Reinforcement Provided 5-T12 5-T12 5-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 30 31 31
Critical L/C - RCDC 20 21 21
PtPrv (%) 0.328 0.328 0.328
Vu (kN) 36.47 24.88 31.36
Tu (kNm) 0 0.26 0.26
VTu (kN) 0 0.85 0.85
Vut (kN) 36.47 25.73 32.21
D+L 25.98 17.59 24.07
V (kN)
Mh (kNm) 80.21 80.21
Ms (kNm) 80.21 80.21
Sway-Right (kN) 45.28 88.85 95.33
Sway-Left (kN) 97.23 53.66 48.3
Vu-Sway (kN) 97.23 88.85 95.33
Vud (kN) 97.23 88.85 95.33
Tv (N/sqmm) 0.56 0.52 0.55
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 97.23 88.85 95.33
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) - 86.496 107.741

Asv Torsion Prv (sqmm) - 718.14 1436.29
Asv Reqd (sqmm/m) 780.61 713.28 765.31
SvCalc (mm) 70 140 70
SvPrv (mm) 70 140 70
Asv Total Prv (sqmm) 1436.29 718.14 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 0.26 > 0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 163 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G57
Beam No : B155
Analysis Reference (Member) : 349 (0 m)
Beam Length : 3283 mm
Breadth (B) : 500 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 14 22 14 14 15
Critical L/C - RCDC 13 4 12 4 4 5
Mu (kNm) 13.93 11.18 17.45 26.15 9.86 20.36
Tu (kNm) 0.24 1 0.69 1 1 0.56
MTu (kNm) 0.26 1.06 0.73 1.06 1.06 0.59
Mud (kNm) 14.19 12.24 18.18 27.22 10.93 20.95
MuLim (kNm) 238 238 238 238 238 238
R 0.238 0.206 0.306 0.457 0.184 0.352
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.263 0.263 0.263 0.263 0.263 0.263
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.328 0.328 0.328 0.328 0.328 0.328
Ast (sqmm) 453.51 453.51 453.51 453.51 453.51 453.51
AstDuctile (sqmm) (E) 339.3 169.65 282.75 169.65 169.65 169.65
AstFinal (Max(Ast, AstDuctile)) 453.51 453.51 453.51 453.51 453.51 453.51
(sqmm)
AstPrv (sqmm) 565.5 565.5 565.5 565.5 565.5 565.5
Reinforcement Provided 5-T12 5-T12 5-T12 5-T12 5-T12 5-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)

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Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 14 15
Critical L/C - RCDC 4 4 5
PtPrv (%) 0.328 0.328 0.328
Vu (kN) 21.5 17.83 17.28
Tu (kNm) 1 1 0.56
VTu (kN) 3.21 3.21 1.78
Vut (kN) 24.71 21.04 19.06
D+L 12.69 9.23 3.04
V (kN)
Mh (kNm) 80.21 80.21
Ms (kNm) 80.21 80.21
Sway-Right (kN) 88.64 85.19 73.67
Sway-Left (kN) 63.26 66.72 78.99
Vu-Sway (kN) 88.64 85.19 78.99
Vud (kN) 88.64 85.19 78.99
Tv (N/sqmm) 0.51 0.49 0.46

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Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 88.64 85.19 78.99
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 89.256 77.217 67.065
Asv Torsion Prv (sqmm) 1436.29 693.38 1436.29
Asv Reqd (sqmm/m) 711.64 683.89 634.15
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 259 mm
Spc2 = 300 mm

For Torsion
(X1 = 460, Y1 = 360)
Spc3 = X1 = 460 mm
Spc4=(X1+Y1)/4 = 205 mm

For Ductility
Left Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 172 mm

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Right Section
Spc5 = d / 4 = 86 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 500 mm

Beam Depth = 400 mm
Torsion = 1>0 kNm
Beam Depth >750 Or Torsion > 0,
Hence SFR Provided
Asr = 200 sqmm
SFR Provided = 1-T12EF
ASFR Provided = 226.2 sqmm

Spacing Criteria

Provided Spacing = 163 mm

1.<= beam Width = 500 mm
2. Not Greater Than = 300 mm

Group : G58
Beam No : B156
Analysis Reference (Member) : 178 (0 m)
Beam Length : 4777 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 11 14 14 22 15
Critical L/C - RCDC 13 1 4 4 12 5
Mu (kNm) 2.87 18.27 10.91 45.7 7.84 42.38
Tu (kNm) 0.19 0.16 0 0 0 0.25
MTu (kNm) 0.27 0.22 0 0 0 0.35
Mud (kNm) 3.14 18.49 10.91 45.7 7.83 42.73
MuLim (kNm) 87 87 87 87 87 87
R 0.145 0.85 0.501 2.1 0.36 1.964
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.666 0.333 0.383 0.53 0.333 0.492
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.767 0.46 0.46 1.331 1.331 0.767
Ast (sqmm) 193.89 193.89 193.89 390.79 193.89 362.85
AstDuctile (sqmm) (E) 490.87 245.44 282.75 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 245.44 282.75 390.79 245.44 362.85
(sqmm)
AstPrv (sqmm) 565.5 339.3 339.3 981.74 981.74 565.5
3-T12 3-T12 3-T12 2-T25 2-T25 3-T12

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Reinforcement Provided 2-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 14 15 15
Critical L/C - RCDC 4 5 5
PtPrv (%) 1.331 0.767 0.767
Vu (kN) 38.66 29.65 36.58
Tu (kNm) 0 0.25 0.25
VTu (kN) 0 1.57 1.57
Vut (kN) 38.66 31.22 38.16
D+L 31.15 22.01 27.96
V (kN)
Mh (kNm) 102.15 63.25

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Ms (kNm) 63.25 40.19

Sway-Right (kN) 71.84 18.69 15.43
Sway-Left (kN) 14.64 67.79 73.75
Vu-Sway (kN) 71.84 67.79 73.75
Vud (kN) 71.84 67.79 73.75
Tv (N/sqmm) 0.97 0.92 1
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 71.84 67.79 73.75
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) - 133.595 153.313
Asv Torsion Prv (sqmm) - 693.38 1436.29
Asv Reqd (sqmm/m) 674.48 636.5 692.42
SvCalc (mm) 70 145 70
SvPrv (mm) 70 145 70
Asv Total Prv (sqmm) 1436.29 693.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm

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Spc6 = 6 x Small Longitudinal Dia = 70 mm

Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G58
Beam No : B157
Analysis Reference (Member) : 16 (0 m)
Beam Length : 4125 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm

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Top/Bottom Clear Cover (Cmin) : 25 mm

Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 23 11 14 14 23 15
Critical L/C - RCDC 13 1 4 4 13 5
Mu (kNm) 6.2 17.42 13.02 39.55 9.09 39.26
Tu (kNm) 0.93 1.45 0.9 0.9 0.93 1.38
MTu (kNm) 1.31 2.04 1.27 1.27 1.31 1.95
Mud (kNm) 7.5 19.46 14.29 40.82 10.4 41.21
MuLim (kNm) 87 87 87 87 87 87
R 0.345 0.894 0.657 1.876 0.478 1.894
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.666 0.333 0.666 0.468 0.333 0.473
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.673 0.46 0.767 0.767 1.331 1.331
Ast (sqmm) 193.89 193.89 193.89 345.19 193.89 348.78
AstDuctile (sqmm) (E) 490.87 245.44 490.87 245.44 245.44 245.44
AstFinal (Max(Ast, AstDuctile)) 490.87 245.44 490.87 345.19 245.44 348.78
(sqmm)
AstPrv (sqmm) 496.38 339.3 565.5 565.5 981.74 981.74
3-T12 3-T12 3-T12 3-T12 2-T25 2-T25
Reinforcement Provided
2-T10 2-T12 2-T12

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

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AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 31 31
Critical L/C - RCDC 1 21 21
PtPrv (%) 0.767 1.331 1.331
Vu (kN) 36.91 27.44 34.63
Tu (kNm) 1.45 1.35 1.35
VTu (kN) 9.26 8.64 8.64
Vut (kN) 46.17 36.09 43.27
D+L 29.01 20.4 27.58
V (kN)
Mh (kNm) 63.25 102.15
Ms (kNm) 56.52 63.25
Sway-Right (kN) 31.53 80.93 88.12
Sway-Left (kN) 77.26 27.86 21.92
Vu-Sway (kN) 77.26 80.93 88.12
Vud (kN) 77.26 80.93 88.12

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Tv (N/sqmm) 1.05 1.1 1.19

Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 77.26 80.93 88.12
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 216.028 188.283 217.241
Asv Torsion Prv (sqmm) 1675.67 773.38 1436.29
Asv Reqd (sqmm/m) 725.42 759.83 827.32
SvCalc (mm) 60 130 70
SvPrv (mm) 60 130 70
Asv Total Prv (sqmm) 1675.67 773.38 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 60 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

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Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G58
Beam No : B158
Analysis Reference (Member) : 33 (0 m)
Beam Length : 5525 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456 : 2000 + IS 13920 : 2016
Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

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Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 15 11 14 30 23 31
Critical L/C - RCDC 5 1 4 20 13 21
Mu (kNm) 12.59 32.32 9.67 57.88 5.45 57.91
Tu (kNm) 0.96 0.96 0.54 0.6 0.65 0.93
MTu (kNm) 1.36 1.35 0.76 0.85 0.92 1.31
Mud (kNm) 13.95 33.67 10.43 58.73 6.37 59.23
MuLim (kNm) 87 87 87 87 87 87
R 0.641 1.548 0.48 2.7 0.293 2.722
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.666 0.469 0.938 0.703 0.469 0.71
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.818 0.818 1.125 1.331 1.331 1.876
Ast (sqmm) 193.89 280.23 193.89 518.83 193.89 523.88
AstDuctile (sqmm) (E) 490.87 345.96 691.93 345.96 345.96 345.96
AstFinal (Max(Ast, AstDuctile)) 490.87 345.96 691.93 518.83 345.96 523.88
(sqmm)
AstPrv (sqmm) 603.18 603.18 829.38 981.74 981.74 1383.86
3-T16 3-T16 3-T16 2-T25 2-T25 2-T25
Reinforcement Provided
2-T12 2-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)

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Bn = Ptnominal = Nominal % area of reinforcement

C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.331 1.331 1.876
Vu (kN) 51.86 43.45 50.24
Tu (kNm) 0.96 0.96 0.96
VTu (kN) 6.13 6.13 6.13
Vut (kN) 57.99 49.59 56.38
D+L 41.32 34.59 40.36
V (kN)
Mh (kNm) 102.15 144.13
Ms (kNm) 66.8 86.38
Sway-Right (kN) 102.15 95.43 22.18
Sway-Left (kN) 13.06 19.78 94.74
Vu-Sway (kN) 102.15 95.43 94.74
Vud (kN) 102.15 95.43 94.74
Tv (N/sqmm) 1.39 1.29 1.28
Tc (N/sqmm) 0 0 0
Vc (kN) 0 0 0
Vus=Vud-Vc (kN) 102.15 95.43 94.74
Legs 2 2 2
Stirrup Rebar 8 8 8

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Asv Torsion (sqmm) 264.071 230.206 257.559

Asv Torsion Prv (sqmm) 1436.29 914 1436.29
Asv Reqd (sqmm/m) 959.09 895.95 889.48
SvCalc (mm) 70 110 70
SvPrv (mm) 70 110 70
Asv Total Prv (sqmm) 1436.29 914 1436.29

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

For Ductility
Left Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 95 mm
Spc7 = 100 mm

Mid Section
Spc5 = d / 2 = 148 mm

Right Section
Spc5 = d / 4 = 74 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

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SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G58
Beam No : B159
Analysis Reference (Member) : 43 (0 m)
Beam Length : 3992 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 13 11 11 11 11 13
Critical L/C - RCDC 3 1 1 1 1 3

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Mu (kNm) - 41.68 69.01 130.73 55.59 -

Tu (kNm) 6.19 5.36 5.36 5.36 5.36 6.19
MTu (kNm) 8.73 7.56 7.56 7.56 7.56 8.73
Mud (kNm) 8.73 49.24 76.57 138.29 63.16 8.73
MuLim (kNm) 87 87 87 87 87 87
R 0.401 2.263 3.519 6.356 2.903 0.401
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.2 0.576 0.965 1.801 0.765 0.2
Pcclc (%) (C) 0.094 0 0 0.797 0 0.094
PtPrv (%) 0.818 0.818 1.125 1.876 1.331 1.331
AstCalc (sqmm) 147.5 424.7 711.75 1327.91 564.55 147.5
AstPrv (sqmm) 603.18 603.18 829.38 1383.86 981.74 981.74
3-T16 3-T16 3-T16 2-T25 2-T25 2-T25
Reinforcement Provided
2-T12 2-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1

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PtPrv (%) 1.876 1.331 0.818

Vu (kN) 79.17 62.89 35.18
Tu (kNm) 5.36 5.36 5.36
VTu (kN) 34.29 34.29 34.29
Vut (kN) 113.45 97.17 69.47
Tv (N/sqmm) 1.54 1.32 0.94
Tc (N/sqmm) 0.82 0.73 0.61
Vc (kN) 60.84 53.85 44.73
Vus=Vut-Vc (kN) 52.61 43.32 24.74
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 627.263 561.673 450.067
Asv Torsion Prv (sqmm) 773.38 773.38 773.38
Asv Reqd (sqmm/m) 494 406.79 276.97
SvCalc (mm) 130 130 130
SvPrv (mm) 130 130 130
Asv Total Prv (sqmm) 773.38 773.38 773.38

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

SFR Design

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Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G58
Beam No : B160
Analysis Reference (Member) : 85 (0 m)
Beam Length : 2161 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 30 30 30 11
Critical L/C - RCDC 1 1 20 20 20 1
Mu (kNm) 128.16 91.73 12.79 - - 22.18
Tu (kNm) 3.72 3.72 3.9 3.9 3.9 3.72

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MTu (kNm) 5.26 5.26 5.51 5.51 5.51 5.26

Mud (kNm) 133.42 96.99 18.3 5.51 5.51 27.44
MuLim (kNm) 87 87 87 87 87 87
R 6.133 4.458 0.841 0.253 0.253 1.261
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 1.737 1.264 0.2 0.2 0.2 0.306
Pcclc (%) (C) 0.722 0.157 0 0.059 0.059 0
PtPrv (%) 1.876 1.331 1.331 1.331 1.331 1.331
AstCalc (sqmm) 1281.25 932.27 147.55 147.5 147.5 225.38
AstPrv (sqmm) 1383.86 981.74 981.74 981.74 981.74 981.74
2-T25 2-T25 2-T25 2-T25 2-T25 2-T25
Reinforcement Provided
2-T16

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.331 1.331 1.331
Vu (kN) 59.09 78.42 98.01

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Tu (kNm) 3.72 3.72 3.72

VTu (kN) 23.83 23.83 23.83
Vut (kN) 82.92 102.25 121.84
Tv (N/sqmm) 1.12 1.39 1.65
Tc (N/sqmm) 0.73 0.73 0.73
Vc (kN) 53.85 53.85 53.85
Vus=Vut-Vc (kN) 29.07 48.4 67.99
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 452.324 530.206 609.14
Asv Torsion Prv (sqmm) 773.38 773.38 773.38
Asv Reqd (sqmm/m) 276.97 454.44 638.39
SvCalc (mm) 130 130 130
SvPrv (mm) 130 130 130
Asv Total Prv (sqmm) 773.38 773.38 773.38

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm

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Web Depth = 350 <= 750 mm

Side Face Reinforcement not required.

Group : G58
Beam No : B161
Analysis Reference (Member) : 89 (0 m)
Beam Length : 1999 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 11 11 11 11 11 11
Critical L/C - RCDC 1 1 1 1 1 1
Mu (kNm) 12.76 - - 0.5 41.52 68.02
Tu (kNm) 15.47 15.47 15.47 15.47 15.47 15.47
MTu (kNm) 21.84 21.84 21.84 21.84 21.84 21.84
Mud (kNm) 34.6 21.84 21.84 22.34 63.36 89.86

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MuLim (kNm) 87 87 87 87 87 87
R 1.59 1.004 1.004 1.027 2.912 4.13
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.391 0.24 0.24 0.246 0.768 1.171
Pcclc (%) (C) 0.098 0.24 0.24 0.235 0 0.047
PtPrv (%) 0.46 0.46 0.46 1.331 1.331 1.331
AstCalc (sqmm) 288.49 177.33 177.33 181.55 566.63 863.98
AstPrv (sqmm) 339.3 339.3 339.3 981.74 981.74 981.74
Reinforcement Provided 3-T12 3-T12 3-T12 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 1.331 1.331 1.331
Vu (kN) 30.22 47.02 54.69
Tu (kNm) 15.47 15.47 15.47
VTu (kN) 99 99 99
Vut (kN) 129.22 146.03 153.7

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Tv (N/sqmm) 1.75 1.98 2.08

Tc (N/sqmm) 0.73 0.73 0.73
Vc (kN) 53.85 53.85 53.85
Vus=Vut-Vc (kN) 75.37 92.18 99.85
Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 1012.044 1079.739 1110.638
Asv Torsion Prv (sqmm) 1058.32 1117.11 1117.11
Asv Reqd (sqmm/m) 707.71 865.47 937.48
SvCalc (mm) 95 90 90
SvPrv (mm) 95 90 90
Asv Total Prv (sqmm) 1058.32 1117.11 1117.11

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

For Torsion
(X1 = 210, Y1 = 310)
Spc3 = X1 = 210 mm
Spc4=(X1+Y1)/4 = 130 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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Group : G58
Beam No : B162
Analysis Reference (Member) : 88 (0 m)
Beam Length : 3025 mm
Breadth (B) : 250 mm
Depth (D) : 350 mm
Effective Depth (d) : 295 mm
Design Code : IS 456
Beam Type : Regular Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 12 22 22 11 11 15
Critical L/C - RCDC 2 12 12 1 1 5
Mu (kNm) - 5.67 10.95 54.86 28.46 13.64
Tu (kNm) 3.05 1.09 1.09 0.71 0.71 0.36
MTu (kNm) 4.3 1.53 1.53 1.01 1.01 0.51
Mud (kNm) 4.3 7.2 12.49 55.87 29.46 14.15
MuLim (kNm) 87 87 87 87 87 87
R 0.198 0.331 0.574 2.568 1.354 0.65
Ptmin (%) (A) 0.2 0.2 0.2 0.2 0.2 0.2
Ptclc (%) (B') 0.2 0.2 0.2 0.664 0.33 0.2

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Pcclc (%) (C) 0.046 0 0 0 0 0

PtPrv (%) 0.46 0.46 0.46 1.331 1.331 1.331
AstCalc (sqmm) 147.5 147.5 147.5 489.93 243.02 147.5
AstPrv (sqmm) 339.3 339.3 339.3 981.74 981.74 981.74
Reinforcement Provided 3-T12 3-T12 3-T12 2-T25 2-T25 2-T25

Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for Bending Moment and Min % area of flexural
B' = Ptclc =
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth

Shear Design
Left Mid Right
Critical L/C - Analysis 11 14 14
Critical L/C - RCDC 1 4 4
PtPrv (%) 1.331 1.331 0.46
Vu (kN) 37.93 25.01 12.08
Tu (kNm) 0.72 1.27 1.27
VTu (kN) 4.57 8.12 8.12
Vut (kN) 42.5 33.13 20.2
Tv (N/sqmm) 0.58 0.45 0.27
Tc (N/sqmm) 0.73 0.73 0.48
Vc (kN) 53.85 53.85 35.38
Vus=Vut-Vc (kN) 0 0 0

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Legs 2 2 2
Stirrup Rebar 8 8 8
Asv Torsion (sqmm) 193.941 173.759 121.696
Asv Torsion Prv (sqmm) 457 457 457
Asv Reqd (sqmm/m) 276.97 276.97 276.97
SvCalc (mm) 220 220 220
SvPrv (mm) 220 220 220
Asv Total Prv (sqmm) 457 457 457

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 221 mm
Spc2 = 300 mm

SFR Design

Beam Width = 250 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

Group : G59
Beam No : B163
Analysis Reference (Member) : 150 (0 m)
Beam Length : 1403 mm
Breadth (B) : 300 mm
Depth (D) : 350 mm
Effective Depth (d) : 315 mm

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Design Code : IS 456 : 2000 + IS 13920 : 2016

Beam Type : Ductile Beam
Grade Of Concrete (Fck) : M30 N/sqmm
Grade Of Steel (Main) : Fe500 N/sqmm
Grade Of Steel (Shear) : Fe500 N/sqmm
Top/Bottom Clear Cover (Cmin) : 25 mm
Side Clear Cover : 25 mm
Es : 2x10^5 N/sqmm
Ptnominal (%) (Bn) : 0.2 %

Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 12 21 13 12 12
Critical L/C - RCDC 10 2 11 3 2 2
Mu (kNm) 33.71 18 30.31 35.57 19.8 42.58
Tu (kNm) 0.83 1.18 0.21 0.55 1.18 1.18
MTu (kNm) 1.06 1.51 0.26 0.7 1.51 1.51
Mud (kNm) 34.77 19.5 30.57 36.27 21.3 44.09
MuLim (kNm) 119 119 119 119 119 119
R 1.168 0.655 1.027 1.218 0.716 1.481
Ptmin (%) (A) 0.263 0.263 0.263 0.263 0.263 0.263
Ptclc (%) (B') 0.282 0.263 0.263 0.295 0.263 0.362
Pcclc (%) (C) 0 0 0 0 0 0
PtPrv (%) 0.359 0.359 0.359 0.479 0.479 0.479
Ast (sqmm) 266.35 248.45 248.45 278.45 248.45 342.56
AstDuctile (sqmm) (E) 226.2 113.1 226.2 113.1 113.1 113.1
AstFinal (Max(Ast, AstDuctile)) 266.35 248.45 248.45 278.45 248.45 342.56
(sqmm)
AstPrv (sqmm) 339.3 339.3 339.3 452.4 452.4 452.4
Reinforcement Provided 3-T12 3-T12 3-T12 4-T12 4-T12 4-T12

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Note: Calculation of Ast

AstCalc = Max {B',C} x B X d (for Mu > 0 )

AstCalc = Bn x B X d (for Mu = 0)
Where,
A = Ptmin = Min % area of flexural reinforcement
Maximum of % reinforcement required for
B' = Ptclc = Bending Moment and Min % area of flexural
reinforcement (A)
Bn = Ptnominal = Nominal % area of reinforcement
C = Pcclc = % area of compression reinforcement required
D = AstCrack = Area of reinforcement required for Crackwidth
Area of reinforcement as per ductile detailing
E = AstDuctile =
requirements
Ductile Detailing
Max(50% of Ast provided at top, 25% of max Ast
AstDuctile - Bottom (left & Right) =
provided from all zones)
AstDuctile - Top (left & Right), Bottom (Mid) & Top (Mid) = 25% of max Ast provided from all zones

Shear Design
Left Mid Right
Critical L/C - Analysis 12 12 12
Critical L/C - RCDC 2 2 2
PtPrv (%) 0.359 0.479 0.479
Vu (kN) 53.98 - 67.03
Tu (kNm) 1.18 - 1.18
VTu (kN) 6.3 - 6.3
Vut (kN) 60.28 - 73.34
D+L 9.97 0 27.17
V (kN)
Mh (kNm) 57.02 57.02
Ms (kNm) 43.7 43.7

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Sway-Right (kN) 177.95 0 161.73

Sway-Left (kN) 197.89 0 215.09
Vu-Sway (kN) 197.89 0 215.09
Vud (kN) 197.89 - 215.09
Tv (N/sqmm) 2.09 - 2.28
Tc (N/sqmm) 0 - 0
Vc (kN) 0 - 0
Vus=Vud-Vc (kN) 197.89 - 215.09
Legs 2 - 2
Stirrup Rebar 10 - 10
Asv Torsion (sqmm) 255.395 - 305.612
Asv Torsion Prv (sqmm) 2244 - 2244
Asv Reqd (sqmm/m) 1767.09 - 1891.22
SvCalc (mm) 70 - 70
SvPrv (mm) 70 - 70
Asv Total Prv (sqmm) 2244 - 2244

Maximum Spacing Criteria

Basic
Spc1 =0.75d = 236 mm
Spc2 = 300 mm

For Torsion
(X1 = 260, Y1 = 310)
Spc3 = X1 = 260 mm
Spc4=(X1+Y1)/4 = 140 mm

For Ductility
Left Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm

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Spc7 = 100 mm

Right Section
Spc5 = d / 4 = 79 mm
Spc6 = 6 x Small Longitudinal Dia = 70 mm
Spc7 = 100 mm

SFR Design

Beam Width = 300 mm

Beam Depth = 350 mm
Web Depth = 350 <= 750 mm
Side Face Reinforcement not required.

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