BEAM DESIGN CALCULATION
Project Name : Sample
Client Name : Sample
Engineer Name : Sample
Design File : D:\Bentley\Common data\Bentley Communities\Euro\Crack-Width\Beam Design.rcdx
Analysis File : D:\Bentley\000 RCDC 2010\10.0.0\Standard model for Demo\Staad\RCDC-Staad-Demo -with RCC wall.std
Analysis Last Modified : 6/16/2020 4:07:28 PM
Level Designed : 7.858 m
 
Sr.No. Symbol Definitions
1 α = Angle between shear reinforcement & the longitudinal axis of beam
2 αe = Ratio of Modulus of elasticity of Reinforcement to concrete
3 ϒc = Partial factor for concrete (Persistent and Transient)
4 ϒcd = Partial factor for concrete (Accidental)
5 ϒs = Partial factor for Reinforcement (Persistent and Transient)
6 ϒsd = Partial factor for Reinforcement (Accidental)
7 ϒm = Partial factor for Material properties
8 c = Strain in Concrete
9 cm = Mean Strain in Concrete
10 sm = Mean Strain in Reinforcement
11 θ = Inclination of Concrete Strut
12 θf = Concrete Strut inclination angle in flange
13 ρ = Required tension reinforcement at mid span to resist the moment due to the design loads (or at support for cantilevers)
14 ρ' = Required compression reinforcement at mid-span to resist the moment due to the design loads (or at support for cantilevers)
15 ρp,eff = Effective reinforcement ratio
16 σs = Tensile Reinforcement stress
16 σs,perm = Maximum permissible tensile Reinforcement stress
17 ρmax = Maximum reinforcement ratio
18 ρmin = Minimum reinforcement ratio
19 δ = % redistribution of moment
20 sv = Shear reinforcement bar diameter
21 A = Total Area of cross section
22 Ac = Cross Sectional Area of Concrete
23 Ac,eff = Effective area of concrete in tension surrounding the reinforcement
24 Ag = Gross area of Section
25 Ak = Area enclosed by the center lines of connecting walls
26 As = Area of Tension Reinforcement
27 As,min = Minimum area of reinforcement
28 As,max = Maximum area of reinforcement (tension + compression)
29 As,prov. = Area of Reinforcement provided
30 As,reqd. = Area of Reinforcement required
31 As2 = Area of Compression Reinforcement
32 As1 = Reinforcement for torsion to be added in longitudinal Reinforcement
33 As1,dist = Area of torsion reinforcement distributed in longitudinal Reinforcement
34 As1,sfr = Area of torsion reinforcement distributed in side face reinforcement
35 Asw = Area of Shear Reinforcement
36 Asw,prov. = Area of Shear Reinforcement provided
37 AstCrack = Area Of Tension reinforcement For Crack Width required In sqmm
38 beff = Effective Flange width
39 bw = Width of section, or width of web on flanged beams
40 BM = SLS bending moment from Analysis
41 cnom = Nominal Cover for Concrete
42 d = Effective Depth
43 d2 = Effective depth to compression reinforcement
44 Es = Design value of modulus of elasticity of reinforcing Reinforcement
45 fcd = Design value of concrete compressive strength
46 fck = Characteristic cylinder strength of Concrete
47 fctd = Tensile Strength of Concrete
48 fctk = Characteristic axial tensile strength of Concrete
49 fctm = Mean value of axial tensile strength of Concrete
50 fsc = Compressive Stress in Reinforcement
51 fyd = Design value of Yield stress of Reinforcement
52 fyk = Characteristic Yield stress of Reinforcement
53 h = Depth of Section
54 hceff = Effective height of concrete in tension
55 hf = Flange Thickness
56 K' = 0.5
57 k1 = Crack width co-efficient for high bond bars (value = 0.8)
58 k2 = Crack width co-efficient for bending (value =0.5)
59 k3 = Crack width constant (value =3.4)
60 k4 = Crack width constant (value =0.5)
61 MEd = ULS design moment from Analysis
62 MR,f = Moment Resistance of Flange
63 M2 = Nominal second order moment
64 Mgeo = Moment due to geometric imperfections
65 Mu = Factored moment
67 Spc1 & Spc2 = Spacing calculated for Non-ductile beam in mm
68 Spc3 & Spc4 = Spacing calculated for torsion in beam in mm
69 Spc5 to Spc8 = Spacing calculated for Ductile beam in mm
69 sprov = Provided Spacing for reinforcement
70 sr,max = Maximum spacing between the bars
71 sreqd = Required Spacing between the bars
72 TEd = Torsional Moment from Analysis
73 tEd = Stress due to Torsion
74 TRd,c = Torsional Cracking Moment
75 TRd,max = Design value of the maximum Torsional Moment which can be sustained by the member, limited by crushing of the compression struts.
76 tRd,max = Design Stress due to Torsion
77 vEd = Design Shear Stress
78 VEd = Design shear force at the ULS
79 vmin = Strength reduction factor
80 vRd,cmax = Maximum shear stress without shear reinforcement
81 VRd,cmax = Shear Resistance of member without shear reinforcement
82 VRd,max = Design value of the maximum shear force which can be sustained by the member, limited by crushing of the compression struts.
83 Vt = Torsional Shear to be added in main shear
84 wk = Crack width of Member
85 wk,perm = Maximum permissible crack width
86 x = Depth of Neutral Axis
87 z = Lever arm
 
All Forces are in 'kN', 'kNm', Stress in 'N/sqmm' & Dimension are in 'mm'.
 
Code References
EN 02 - 2004
Sr.No. Item Clause / Table
1. As,min : 9.2.1.1
2. As,max : 9.2.1.1
3. Asw : 6.2.3
4. smin : 8.2
5. smax : 9.2.2
6. VRd,c : 6.2.2
7. TRd,c : 6.3.2
8. VRd,max : 6.2.3
9. TRd,max : 6.3.2
10. ρw,min : 9.2.2
11. Side Face Reinforcement : 7.3.2, 7.3.3
12. Crack width calculation : 7.3.4
Code References
EN 02 - 2004
Sr.No. Item Clause / Table
1. ρmax : 5.4.3.1.2, 5.5.2.1
2. ρmin : 5.4.3.1.2, 5.5.2.1
3. smin : 5.4.3.1.2, 5.5.3.1.3
4. As2,min : 5.4.3.1.2
5. fck,min : 5.4.1.1, 5.5.1.1
6. h,min : 5.5.1.2.1
                                

Group : G2
Beam No : B5
Analysis Reference (Member) 7.858 m : 5005
Beam Length : 8000 mm
Breadth (bw) : 450 mm
Depth (h) : 800 mm
Effective Depth (d) : 750 mm
Design Code : EN 02 - 2004
Beam Type : Regular Beam
Grade Of Concrete (fck) (Cylindrical) : C20/25 N/sqmm
Partial Factor for Concrete (ϒc) : 1.5
Partial Factor for Concrete (ϒcd) : 1.2
Grade Of Steel (fyk) : Fy420 N/sqmm
Partial Factor for Reinforcement (ϒs) : 1.15
Partial Factor for Reinforcement (ϒsd) : 1
Clear Cover (cnom) : 20 mm
Es : 2x10^5 N/sqmm
K' : 0.21
As,max : 14400 sqmm
As,min (flex) (B) : 461.82 sqmm
As,nominal (Bn) : 720 sqmm
As,min (user input) (B') : 468 sqmm
 
Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 20 11 - 13 - 11
Critical L/C - RCDC 10 1 - 3 - 1
Mu (kNm) 98.24 285.56 - 465.61 - 449.98
Mu/(bd2 x Fck) 0.019 0.056 0 0.092 0 0.089
z (mm) 712.5 710.6 712.5 683.17 712.5 685.65
Doubly Reinforced Section
M' (Excess Moment for Doubly Reinforced section) (kNm) 0 0 0 0 0 0
x (Distance of N.A.) (mm) 0 0 0 0 0 0
fsc (Compressive Stress in Steel) (N/sqmm) 0 0 0 0 0 0
Asc (Area of Compression Reinf.) (sqmm) (C) 0 0 0 0 0 0
ρ (%) (Flexural) 0.097 0.326 0 0.481 0 0.532
As (sqmm) (A) 328.3 1100.32 0 1622.71 0 1796.96
Ted (kNm) 1.08 2.72 0 2.03 0 2.72
TRd,c (kNm) 74.54 59.63 59.63 74.54 59.63 59.63
As,min (Tor) (sqmm) 0 0 0 0 0 0
As,reqd (sqmm) 461.82 1100.32 720 1622.71 720 1796.96
As,prov (sqmm) 1005.3 1608.48 1005.3 3217 804.24 3217
Reinforcement Provided 5-T16 5-T16
3-T16
5-T16 4-T32 4-T16 4-T32
 
Note: Calculation of Ast
  
Ast, reqd = Max{B,B', A+D/2, A+C x (fsc / fyd)+D/2} (for Mu > 0)
Ast = Bn (for Mu = 0)
Where,
A = As = Tension reinforcement required for bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
C = Asc = Compression reinforcement required for bending moment
D = A sl,dist = Distributed longitudinal torsional reinforcement at section considered
A sl,dist = Max(As,min (Tor), Asl x ((2B) / (2B + 2D)))
 
Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.953 0.477 0.953
VEd (kN) 278.53 148.79 290.04
TEd (kNm) 2.72 2.72 2.72
θ (Degree) 21.8 21.8 21.8
TRd,c (kNm) 59.6347 59.6347 59.6347
tEd (N/sqmm) 0.047 0.047 0.047
tRd,max (N/sqmm) 5.0756 5.0756 5.0756
TRd,max (kNm) 146.7152 146.7152 146.7152
(TEd / TRd,max ) + (VEd / VRd,max) 0.3798 0.2115 0.3948
Vt (kN) 0 0 0
VEd + Vt (kN) 278.53 148.79 290.04
vEd (N/sqmm) 0.83 0.44 0.86
vRd,c (N/sqmm) 0.49 0.39 0.49
VRd,c (kN) 164.06 130.21 164.06
vRd,max (N/sqmm) 2.54 2.54 2.54
VRd,max (kN) 770.86 770.86 770.86
Asw (sqmm/m) 491.192 383.326 511.491
Legs 2 2 2
sv (mm) 8 8 8
sreqd. (sqmm/m) 200 260 195
sprov (sqmm/m) 200 260 195
Asw,prov. (sqmm/m) 502.7 386.69 515.59
 
Maximum Spacing Criteria
    
       Basic                               
                Spc1 =0.75d = 562 mm
                Spc2 = 300 mm
       For Torsion                                 
                (X1 = 420, Y1 = 770)
                Spc3 = X1 = 420 mm
                Spc4=(X1+Y1)/4 = 295 mm
 
SFR Design
  
Beam Width (bw) = 450 mm
Beam Depth (h) = 800 mm
Check for Torsion :
Critical L/C - RCDC = 1
Ted = 2.72 kNm
TRd,c = 74.54 kNm
Check for SFR h < 1000 And Ted < = TRd,c
Hence, Side Face Reinforcement is not required
Crack width as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10002 10007 10003 10006 10002
BM (Unfactored) (kNm) 55.49 199.87 35.5 388.01 24.43 410.49
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
AstPrv (sqmm) 1005.3 1608.48 1005.3 3217 804.24 3217
x (mm) 211.97 256.73 211.97 333.58 192.92 333.58
αe 0.02 0.02 0.02 0.02 0.02 0.02
hc,eff (mm) 125 125 125 125 125 125
Ac,eff (sqmm) 56250 56250 56250 56250 56250 56250
ρp,eff 0.02 0.03 0.02 0.06 0.01 0.06
Srmax1 (mm) 220.19 163.12 220.19 163.12 258.24 163.12
Srmax2 (mm) 764 706 764 606 789 606
Check for Stress in Concrete            
σc (N/sqmm) 1.71 5.21 1.1 8.09 0.82 8.56
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check For Stress In Reinforcement            
σs (N/sqmm) 81.25 187.02 51.98 188.81 44.31 199.75
σs,Perm (N/sqmm) 336 336 336 336 336 336
Crack Width Check            
fctm 2.21 2.21 2.21 2.21 2.21 2.21
sm -cm 0.00024 0.00070 0.00016 0.00078 0.00013 0.00084
wk 0.05 0.11 0.03 0.13 0.03 0.14
wk,Perm 0.2 0.2 0.2 0.2 0.2 0.2
 

Stress Limit Check as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10002 10007 10003 10006 10002
BM (Unfactored) (kNm) 55.49 199.87 35.5 388.01 24.43 410.49
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
sp (mm) 82.5 82.5 82.5 94 115.3 94
AstPrv (sqmm) 1005.3 1608.48 1005.3 3217 804.24 3217
Check for Stress in Concrete            
σc (N/sqmm) 1.71 5.21 1.1 8.09 0.82 8.56
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check for Stress in Reinforcement            
σs (N/sqmm) 81.25 187.02 51.98 188.81 44.31 199.75
σs,Perm(N/sqmm) 336 336 336 336 336 336
 
 

Group : G2
Beam No : B6
Analysis Reference (Member) 7.858 m : 5006
Beam Length : 8000 mm
Breadth (bw) : 450 mm
Depth (h) : 800 mm
Effective Depth (d) : 750 mm
Design Code : EN 02 - 2004
Beam Type : Regular Beam
Grade Of Concrete (fck) (Cylindrical) : C20/25 N/sqmm
Partial Factor for Concrete (ϒc) : 1.5
Partial Factor for Concrete (ϒcd) : 1.2
Grade Of Steel (fyk) : Fy420 N/sqmm
Partial Factor for Reinforcement (ϒs) : 1.15
Partial Factor for Reinforcement (ϒsd) : 1
Clear Cover (cnom) : 20 mm
Es : 2x10^5 N/sqmm
K' : 0.21
As,max : 14400 sqmm
As,min (flex) (B) : 461.82 sqmm
As,nominal (Bn) : 720 sqmm
As,min (user input) (B') : 468 sqmm
 
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) - 257.3 - 468.4 - 442.04
Mu/(bd2 x Fck) 0 0.051 0 0.093 0 0.087
z (mm) 712.5 712.5 712.5 682.73 712.5 686.9
Doubly Reinforced Section
M' (Excess Moment for Doubly Reinforced section) (kNm) 0 0 0 0 0 0
x (Distance of N.A.) (mm) 0 0 0 0 0 0
fsc (Compressive Stress in Steel) (N/sqmm) 0 0 0 0 0 0
Asc (Area of Compression Reinf.) (sqmm) (C) 0 0 0 0 0 0
ρ (%) (Flexural) 0 0.293 0 0.557 0 0.522
As (sqmm) (A) 0 988.78 0 1878.52 0 1762.07
Ted (kNm) 0 0.68 0 0.68 0 0.68
TRd,c (kNm) 59.63 59.63 59.63 59.63 59.63 59.63
As,min (Tor) (sqmm) 0 0 0 0 0 0
As,reqd (sqmm) 720 988.78 720 1878.52 720 1762.07
As,prov (sqmm) 1005.3 1457.7 1005.3 3217 804.24 3217
Reinforcement Provided 5-T16 5-T16
4-T12
5-T16 4-T32 4-T16 4-T32
 
Note: Calculation of Ast
  
Ast, reqd = Max{B,B', A+D/2, A+C x (fsc / fyd)+D/2} (for Mu > 0)
Ast = Bn (for Mu = 0)
Where,
A = As = Tension reinforcement required for bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
C = Asc = Compression reinforcement required for bending moment
D = A sl,dist = Distributed longitudinal torsional reinforcement at section considered
A sl,dist = Max(As,min (Tor), Asl x ((2B) / (2B + 2D)))
 
Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.953 0.432 0.953
VEd (kN) 287.58 157.84 280.99
TEd (kNm) 0.68 0.68 0.68
θ (Degree) 21.8 21.8 21.8
TRd,c (kNm) 59.6347 59.6347 59.6347
tEd (N/sqmm) 0.0117 0.0117 0.0117
tRd,max (N/sqmm) 5.0756 5.0756 5.0756
TRd,max (kNm) 146.7152 146.7152 146.7152
(TEd / TRd,max ) + (VEd / VRd,max) 0.3777 0.2094 0.3691
Vt (kN) 0 0 0
VEd + Vt (kN) 287.58 157.84 280.99
vEd (N/sqmm) 0.85 0.47 0.83
vRd,c (N/sqmm) 0.49 0.37 0.49
VRd,c (kN) 164.06 126.01 164.06
vRd,max (N/sqmm) 2.54 2.54 2.54
VRd,max (kN) 770.86 770.86 770.86
Asw (sqmm/m) 507.152 383.326 495.531
Legs 2 2 2
sv (mm) 8 8 8
sreqd. (sqmm/m) 195 260 200
sprov (sqmm/m) 195 260 200
Asw,prov. (sqmm/m) 515.59 386.69 502.7
 
Maximum Spacing Criteria
    
       Basic                               
                Spc1 =0.75d = 562 mm
                Spc2 = 300 mm
       For Torsion                                 
                (X1 = 420, Y1 = 770)
                Spc3 = X1 = 420 mm
                Spc4=(X1+Y1)/4 = 295 mm
 
SFR Design
  
Beam Width (bw) = 450 mm
Beam Depth (h) = 800 mm
Check for Torsion :
Critical L/C - RCDC = 1
Ted = 0.68 kNm
TRd,c = 74.54 kNm
Check for SFR h < 1000 And Ted < = TRd,c
Hence, Side Face Reinforcement is not required
Crack width as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10003 10007 10003 10007 10002
BM (Unfactored) (kNm) 23.05 174.46 31.21 417.53 34.56 400.29
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
AstPrv (sqmm) 1005.3 1457.7 1005.3 3217 804.24 3217
x (mm) 211.97 246.84 211.97 333.58 192.92 333.58
αe 0.02 0.02 0.02 0.02 0.02 0.02
hc,eff (mm) 125 125 125 125 125 125
Ac,eff (sqmm) 56250 56250 56250 56250 56250 56250
ρp,eff 0.02 0.03 0.02 0.06 0.01 0.06
Srmax1 (mm) 220.19 172.96 220.19 163.12 258.24 163.12
Srmax2 (mm) 764 719 764 606 789 606
Check for Stress in Concrete            
σc (N/sqmm) 0.71 4.7 0.96 8.71 1.16 8.35
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check For Stress In Reinforcement            
σs (N/sqmm) 33.75 179.24 45.7 203.18 62.66 194.78
σs,Perm (N/sqmm) 336 336 336 336 336 336
Crack Width Check            
fctm 2.21 2.21 2.21 2.21 2.21 2.21
sm -cm 0.00010 0.00064 0.00014 0.00086 0.00019 0.00081
wk 0.02 0.11 0.03 0.14 0.05 0.13
wk,Perm 0.2 0.2 0.2 0.2 0.2 0.2
 

Stress Limit Check as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10003 10007 10003 10007 10002
BM (Unfactored) (kNm) 23.05 174.46 31.21 417.53 34.56 400.29
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
sp (mm) 82.5 82.5 82.5 94 115.3 94
AstPrv (sqmm) 1005.3 1457.7 1005.3 3217 804.24 3217
Check for Stress in Concrete            
σc (N/sqmm) 0.71 4.7 0.96 8.71 1.16 8.35
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check for Stress in Reinforcement            
σs (N/sqmm) 33.75 179.24 45.7 203.18 62.66 194.78
σs,Perm(N/sqmm) 336 336 336 336 336 336
 
 

Group : G2
Beam No : B7
Analysis Reference (Member) 7.858 m : 5007
Beam Length : 8000 mm
Breadth (bw) : 450 mm
Depth (h) : 800 mm
Effective Depth (d) : 750 mm
Design Code : EN 02 - 2004
Beam Type : Regular Beam
Grade Of Concrete (fck) (Cylindrical) : C20/25 N/sqmm
Partial Factor for Concrete (ϒc) : 1.5
Partial Factor for Concrete (ϒcd) : 1.2
Grade Of Steel (fyk) : Fy420 N/sqmm
Partial Factor for Reinforcement (ϒs) : 1.15
Partial Factor for Reinforcement (ϒsd) : 1
Clear Cover (cnom) : 20 mm
Es : 2x10^5 N/sqmm
K' : 0.21
As,max : 14400 sqmm
As,min (flex) (B) : 461.82 sqmm
As,nominal (Bn) : 720 sqmm
As,min (user input) (B') : 468 sqmm
 
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) - 260.05 - 457.38 - 447.56
Mu/(bd2 x Fck) 0 0.051 0 0.09 0 0.088
z (mm) 712.5 712.5 712.5 684.48 712.5 686.03
Doubly Reinforced Section
M' (Excess Moment for Doubly Reinforced section) (kNm) 0 0 0 0 0 0
x (Distance of N.A.) (mm) 0 0 0 0 0 0
fsc (Compressive Stress in Steel) (N/sqmm) 0 0 0 0 0 0
Asc (Area of Compression Reinf.) (sqmm) (C) 0 0 0 0 0 0
ρ (%) (Flexural) 0 0.296 0 0.542 0 0.529
As (sqmm) (A) 0 999.35 0 1829.65 0 1786.29
Ted (kNm) 0 0.47 0 0.47 0 0.47
TRd,c (kNm) 59.63 59.63 59.63 59.63 59.63 59.63
As,min (Tor) (sqmm) 0 0 0 0 0 0
As,reqd (sqmm) 720 999.35 720 1829.65 720 1786.29
As,prov (sqmm) 1005.3 1457.7 1005.3 3217 804.24 3217
Reinforcement Provided 5-T16 5-T16
4-T12
5-T16 4-T32 4-T16 4-T32
 
Note: Calculation of Ast
  
Ast, reqd = Max{B,B', A+D/2, A+C x (fsc / fyd)+D/2} (for Mu > 0)
Ast = Bn (for Mu = 0)
Where,
A = As = Tension reinforcement required for bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
C = Asc = Compression reinforcement required for bending moment
D = A sl,dist = Distributed longitudinal torsional reinforcement at section considered
A sl,dist = Max(As,min (Tor), Asl x ((2B) / (2B + 2D)))
 
Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.953 0.432 0.953
VEd (kN) 285.51 155.78 283.05
TEd (kNm) 0.47 0.47 0.47
θ (Degree) 21.8 21.8 21.8
TRd,c (kNm) 59.6347 59.6347 59.6347
tEd (N/sqmm) 0.0081 0.0081 0.0081
tRd,max (N/sqmm) 5.0756 5.0756 5.0756
TRd,max (kNm) 146.7152 146.7152 146.7152
(TEd / TRd,max ) + (VEd / VRd,max) 0.3736 0.2053 0.3704
Vt (kN) 0 0 0
VEd + Vt (kN) 285.51 155.78 283.05
vEd (N/sqmm) 0.85 0.46 0.84
vRd,c (N/sqmm) 0.49 0.37 0.49
VRd,c (kN) 164.06 126.01 164.06
vRd,max (N/sqmm) 2.54 2.54 2.54
VRd,max (kN) 770.86 770.86 770.86
Asw (sqmm/m) 503.508 383.326 499.175
Legs 2 2 2
sv (mm) 8 8 8
sreqd. (sqmm/m) 195 260 200
sprov (sqmm/m) 195 260 200
Asw,prov. (sqmm/m) 515.59 386.69 502.7
 
Maximum Spacing Criteria
    
       Basic                               
                Spc1 =0.75d = 562 mm
                Spc2 = 300 mm
       For Torsion                                 
                (X1 = 420, Y1 = 770)
                Spc3 = X1 = 420 mm
                Spc4=(X1+Y1)/4 = 295 mm
 
SFR Design
  
Beam Width (bw) = 450 mm
Beam Depth (h) = 800 mm
Check for Torsion :
Critical L/C - RCDC = 1
Ted = 0.47 kNm
TRd,c = 74.54 kNm
Check for SFR h < 1000 And Ted < = TRd,c
Hence, Side Face Reinforcement is not required
Crack width as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10003 10007 10003 10007 10002
BM (Unfactored) (kNm) 26.65 175.03 29.96 410.58 32.23 403.64
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
AstPrv (sqmm) 1005.3 1457.7 1005.3 3217 804.24 3217
x (mm) 211.97 246.84 211.97 333.58 192.92 333.58
αe 0.02 0.02 0.02 0.02 0.02 0.02
hc,eff (mm) 125 125 125 125 125 125
Ac,eff (sqmm) 56250 56250 56250 56250 56250 56250
ρp,eff 0.02 0.03 0.02 0.06 0.01 0.06
Srmax1 (mm) 220.19 172.96 220.19 163.12 258.24 163.12
Srmax2 (mm) 764 719 764 606 789 606
Check for Stress in Concrete            
σc (N/sqmm) 0.82 4.72 0.92 8.56 1.08 8.42
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check For Stress In Reinforcement            
σs (N/sqmm) 39.02 179.82 43.87 199.79 58.44 196.41
σs,Perm (N/sqmm) 336 336 336 336 336 336
Crack Width Check            
fctm 2.21 2.21 2.21 2.21 2.21 2.21
sm -cm 0.00012 0.00065 0.00013 0.00084 0.00018 0.00082
wk 0.03 0.11 0.03 0.14 0.05 0.13
wk,Perm 0.2 0.2 0.2 0.2 0.2 0.2
 

Stress Limit Check as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10003 10007 10003 10007 10002
BM (Unfactored) (kNm) 26.65 175.03 29.96 410.58 32.23 403.64
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
sp (mm) 82.5 82.5 82.5 94 115.3 94
AstPrv (sqmm) 1005.3 1457.7 1005.3 3217 804.24 3217
Check for Stress in Concrete            
σc (N/sqmm) 0.82 4.72 0.92 8.56 1.08 8.42
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check for Stress in Reinforcement            
σs (N/sqmm) 39.02 179.82 43.87 199.79 58.44 196.41
σs,Perm(N/sqmm) 336 336 336 336 336 336
 
 

Group : G2
Beam No : B8
Analysis Reference (Member) 7.858 m : 5008
Beam Length : 7960 mm
Breadth (bw) : 450 mm
Depth (h) : 800 mm
Effective Depth (d) : 750 mm
Design Code : EN 02 - 2004
Beam Type : Regular Beam
Grade Of Concrete (fck) (Cylindrical) : C20/25 N/sqmm
Partial Factor for Concrete (ϒc) : 1.5
Partial Factor for Concrete (ϒcd) : 1.2
Grade Of Steel (fyk) : Fy420 N/sqmm
Partial Factor for Reinforcement (ϒs) : 1.15
Partial Factor for Reinforcement (ϒsd) : 1
Clear Cover (cnom) : 20 mm
Es : 2x10^5 N/sqmm
K' : 0.21
As,max : 14400 sqmm
As,min (flex) (B) : 461.82 sqmm
As,nominal (Bn) : 720 sqmm
As,min (user input) (B') : 468 sqmm
 
Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis - 11 21 11 - 12
Critical L/C - RCDC - 1 11 1 - 2
Mu (kNm) - 277.05 98.78 453.59 - 462.46
Mu/(bd2 x Fck) 0 0.055 0.02 0.09 0 0.091
z (mm) 712.5 711.84 712.5 685.08 712.5 683.67
Doubly Reinforced Section
M' (Excess Moment for Doubly Reinforced section) (kNm) 0 0 0 0 0 0
x (Distance of N.A.) (mm) 0 0 0 0 0 0
fsc (Compressive Stress in Steel) (N/sqmm) 0 0 0 0 0 0
Asc (Area of Compression Reinf.) (sqmm) (C) 0 0 0 0 0 0
ρ (%) (Flexural) 0 0.316 0.098 0.537 0 0.477
As (sqmm) (A) 0 1065.68 330.08 1812.91 0 1610.55
Ted (kNm) 0 2.96 1.05 2.96 0 2.38
TRd,c (kNm) 59.63 59.63 74.54 59.63 59.63 74.54
As,min (Tor) (sqmm) 0 0 0 0 0 0
As,reqd (sqmm) 720 1065.68 461.82 1812.91 720 1610.55
As,prov (sqmm) 1005.3 1570.8 1005.3 3217 804.24 3217
Reinforcement Provided 5-T16 5-T16
5-T12
5-T16 4-T32 4-T16 4-T32
 
Note: Calculation of Ast
  
Ast, reqd = Max{B,B', A+D/2, A+C x (fsc / fyd)+D/2} (for Mu > 0)
Ast = Bn (for Mu = 0)
Where,
A = As = Tension reinforcement required for bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
C = Asc = Compression reinforcement required for bending moment
D = A sl,dist = Distributed longitudinal torsional reinforcement at section considered
A sl,dist = Max(As,min (Tor), Asl x ((2B) / (2B + 2D)))
 
Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.953 0.465 0.953
VEd (kN) 288.84 159.76 275.07
TEd (kNm) 2.96 2.96 2.96
θ (Degree) 21.8 21.8 21.8
TRd,c (kNm) 59.6347 59.6347 59.6347
tEd (N/sqmm) 0.0512 0.0512 0.0512
tRd,max (N/sqmm) 5.0756 5.0756 5.0756
TRd,max (kNm) 146.7152 146.7152 146.7152
(TEd / TRd,max ) + (VEd / VRd,max) 0.3949 0.2274 0.377
Vt (kN) 0 0 0
VEd + Vt (kN) 288.84 159.76 275.07
vEd (N/sqmm) 0.86 0.47 0.82
vRd,c (N/sqmm) 0.49 0.38 0.49
VRd,c (kN) 164.06 129.19 164.06
vRd,max (N/sqmm) 2.54 2.54 2.54
VRd,max (kN) 770.86 770.86 770.86
Asw (sqmm/m) 509.386 383.326 485.099
Legs 2 2 2
sv (mm) 8 8 8
sreqd. (sqmm/m) 195 260 205
sprov (sqmm/m) 195 260 205
Asw,prov. (sqmm/m) 515.59 386.69 490.44
 
Maximum Spacing Criteria
    
       Basic                               
                Spc1 =0.75d = 562 mm
                Spc2 = 300 mm
       For Torsion                                 
                (X1 = 420, Y1 = 770)
                Spc3 = X1 = 420 mm
                Spc4=(X1+Y1)/4 = 295 mm
 
SFR Design
  
Beam Width (bw) = 450 mm
Beam Depth (h) = 800 mm
Check for Torsion :
Critical L/C - RCDC = 1
Ted = 2.96 kNm
TRd,c = 74.54 kNm
Check for SFR h < 1000 And Ted < = TRd,c
Hence, Side Face Reinforcement is not required
Crack width as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10003 10007 10003 10007 10002
BM (Unfactored) (kNm) 32.64 195.13 55.69 413.43 28.26 385.38
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
AstPrv (sqmm) 1005.3 1570.8 1005.3 3217 804.24 3217
x (mm) 211.97 254.32 211.97 333.58 192.92 333.58
αe 0.02 0.02 0.02 0.02 0.02 0.02
hc,eff (mm) 125 125 125 125 125 125
Ac,eff (sqmm) 56250 56250 56250 56250 56250 56250
ρp,eff 0.02 0.03 0.02 0.06 0.01 0.06
Srmax1 (mm) 220.19 165.4 220.19 163.12 258.24 163.12
Srmax2 (mm) 764 709 764 606 789 606
Check for Stress in Concrete            
σc (N/sqmm) 1.01 5.13 1.72 8.62 0.95 8.04
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check For Stress In Reinforcement            
σs (N/sqmm) 47.8 186.74 81.54 201.18 51.25 187.53
σs,Perm (N/sqmm) 336 336 336 336 336 336
Crack Width Check            
fctm 2.21 2.21 2.21 2.21 2.21 2.21
sm -cm 0.00014 0.00069 0.00024 0.00085 0.00015 0.00078
wk 0.03 0.11 0.05 0.14 0.04 0.13
wk,Perm 0.2 0.2 0.2 0.2 0.2 0.2
 

Stress Limit Check as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC 10006 10003 10007 10003 10007 10002
BM (Unfactored) (kNm) 32.64 195.13 55.69 413.43 28.26 385.38
Reinf. In 1st layer 5-T16 5-T16 5-T16 4-T32 4-T16 4-T32
sp (mm) 82.5 82.5 82.5 94 115.3 94
AstPrv (sqmm) 1005.3 1570.8 1005.3 3217 804.24 3217
Check for Stress in Concrete            
σc (N/sqmm) 1.01 5.13 1.72 8.62 0.95 8.04
σc,Perm (N/sqmm) 9 9 9 9 9 9
Check for Stress in Reinforcement            
σs (N/sqmm) 47.8 186.74 81.54 201.18 51.25 187.53
σs,Perm(N/sqmm) 336 336 336 336 336 336
 
 

Group : G2
Beam No : B9
Analysis Reference (Member) 7.858 m : 5051
Beam Length : 1880 mm
Breadth (bw) : 450 mm
Depth (h) : 800 mm
Effective Depth (d) : 750 mm
Design Code : EN 02 - 2004
Beam Type : Cantilever Beam
Grade Of Concrete (fck) (Cylindrical) : C20/25 N/sqmm
Partial Factor for Concrete (ϒc) : 1.5
Partial Factor for Concrete (ϒcd) : 1.2
Grade Of Steel (fyk) : Fy420 N/sqmm
Partial Factor for Reinforcement (ϒs) : 1.15
Partial Factor for Reinforcement (ϒsd) : 1
Clear Cover (cnom) : 20 mm
Es : 2x10^5 N/sqmm
K' : 0.21
As,max : 14400 sqmm
As,min (flex) (B) : 461.82 sqmm
As,nominal (Bn) : 720 sqmm
As,min (user input) (B') : 468 sqmm
 
Flexure Design
Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis - - - 19 19 23
Critical L/C - RCDC - - - 9 9 13
Mu (kNm) - - - 23.86 13.42 -
Mu/(bd2 x Fck) 0 0 0 0.005 0.003 0
z (mm) 712.5 712.5 712.5 712.5 712.5 712.5
Doubly Reinforced Section
M' (Excess Moment for Doubly Reinforced section) (kNm) 0 0 0 0 0 0
x (Distance of N.A.) (mm) 0 0 0 0 0 0
fsc (Compressive Stress in Steel) (N/sqmm) 0 0 0 0 0 0
Asc (Area of Compression Reinf.) (sqmm) (C) 0 0 0 0 0 0
ρ (%) (Flexural) 0 0 0 0.024 0.013 0
As (sqmm) (A) 0 0 0 79.73 44.85 0
Ted (kNm) 0 0 0 0 0 0
As,reqd (sqmm) 720 720 720 461.82 461.82 720
As,prov (sqmm) 804.24 804.24 804.24 3217 2513.28 2513.28
Reinforcement Provided 4-T16 4-T16 4-T16 4-T32 4-T20
4-T20
4-T20
4-T20
 
Note: Calculation of Ast
  
Ast, reqd = Max{B,B', A+D/2, A+C x (fsc / fyd)+D/2} (for Mu > 0)
Ast = Bn (for Mu = 0)
Where,
A = As = Tension reinforcement required for bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
C = Asc = Compression reinforcement required for bending moment
D = A sl,dist = Distributed longitudinal torsional reinforcement at section considered
A sl,dist = Max(As,min (Tor), Asl x ((2B) / (2B + 2D)))
 
Shear Design
Left Mid Right
Critical L/C - Analysis 11 11 11
Critical L/C - RCDC 1 1 1
PtPrv (%) 0.953 0.745 0.745
VEd (kN) 25.39 16.93 8.46
TEd (kNm) 0 0 0
θ (Degree) 21.8 21.8 21.8
VEd + Vt (kN) 25.39 16.93 8.46
vEd (N/sqmm) 0.08 0.05 0.03
vRd,c (N/sqmm) 0.49 0.45 0.45
VRd,c (kN) 164.06 151.1 151.1
vRd,max (N/sqmm) 2.54 2.54 2.54
VRd,max (kN) 770.86 770.86 770.86
Asw (sqmm/m) 383.326 383.326 383.326
Legs 2 2 2
sv (mm) 8 8 8
sreqd. (sqmm/m) 260 260 260
sprov (sqmm/m) 260 260 260
Asw,prov. (sqmm/m) 386.69 386.69 386.69
 
Maximum Spacing Criteria
    
       Basic                               
                Spc1 =0.75d = 562 mm
                Spc2 = 300 mm
 
SFR Design
  
Beam Width (bw) = 450 mm
Beam Depth (h) = 800 mm
Check for Torsion :
Critical L/C - RCDC = 1
Ted = 0 kNm
TRd,c = 74.54 kNm
Check for SFR h < 1000 And Ted < = TRd,c
Hence, Side Face Reinforcement is not required
Crack width as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC - - - 10001 10001 10001
BM (Unfactored) (kNm) 0 0 0 15.91 7.07 0.44
Reinf. In 1st layer       4-T32 4-T20 4-T20
AstPrv (sqmm)       3217 2513.28 2513.28
x (mm)       333.58 304.85 304.85
αe       0.02 0.02 0.02
hc,eff (mm)       125 125 125
Ac,eff (sqmm)       56250 56250 56250
ρp,eff       0.06 0.04 0.04
Srmax1 (mm)       163.12 144.1 144.1
Srmax2 (mm)       606 643 643
Check for Stress in Concrete            
σc (N/sqmm)       0.33 0.16 0.01
σc,Perm (N/sqmm)       9 9 9
Check For Stress In Reinforcement            
σs (N/sqmm)       7.74 4.34 0.27
σs,Perm (N/sqmm)       336 336 336
Crack Width Check            
fctm       2.21 2.21 2.21
sm -cm       0.00002 0.00001 0.00000
wk 0 0 0 0 0 0
wk,Perm       0.2 0.2 0.2
 

Stress Limit Check as per EN 02 - 2004
  Beam Bottom Beam Top
  Left Mid Right Left Mid Right
Critical L/C - RCDC - - - 10001 10001 10001
BM (Unfactored) (kNm) 0 0 0 15.91 7.07 0.44
Reinf. In 1st layer       4-T32 4-T20 4-T20
sp (mm)       94 110 110
AstPrv (sqmm)       3217 2513.28 2513.28
Check for Stress in Concrete            
σc (N/sqmm)       0.33 0.16 0.01
σc,Perm (N/sqmm)       9 9 9
Check for Stress in Reinforcement            
σs (N/sqmm)       7.74 4.34 0.27
σs,Perm(N/sqmm)       336 336 336