|
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 |
|
|
|
|
|