| 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 |
| 19 |
d |
= |
Effective depth of Beam in mm |
| 20 |
d' |
= |
Clear cover to reinforcement at compression side. |
| 21 |
D |
= |
Depth of Beam in mm |
| 22 |
D' |
= |
Distance (c/c) between top-most and bottom-most layer |
| 23 |
Df |
= |
Thickness of Flange in mm |
| 24 |
Ec |
= |
Modulus of elasticity of concrete |
| 25 |
Es |
= |
Modulus of elasticity of steel |
| 26 |
FcPerm |
= |
Permissible Stress in Concrete required in N/sqmm |
| 27 |
Fst |
= |
Stress in steel |
| 28 |
FstPerm |
= |
Permissible Stress in Steel required in N/sqmm |
| 29 |
Legs |
= |
Number of legs of the shear
reinforcement |
| 30 |
lo |
= |
Effective Length of Beam in mm |
| 31 |
Mh |
= |
Hogging Moment of Resistance in kNm |
| 32 |
Ms |
= |
Sagging Moment of Resistance in kNm |
| 33 |
MTu |
= |
Converted Bending Moment due to
Torsion at a section in kNm |
| 34 |
Mu |
= |
Factored Bending Moment in Limit
State at a section in kNm |
| 35 |
Mud |
= |
Total Design Moment = Mu + MTu in
kNm |
| 36 |
MuLim |
= |
Limiting Moment of Resistence of
Singly Reinforced Section |
| 37 |
NA angle (φ) |
= |
It is a neutral axis angle corresponding to load angle to find out MCap |
| 38 |
Pcclc |
= |
Calculated percentage compression steel |
| 39 |
Ptclc |
= |
Calculated percentage tension steel |
| 40 |
Ptmin |
= |
Minimum percentage steel as per
code |
| 41 |
PtPrv |
= |
provided percentage steel |
| 42 |
R |
= |
Moment Ratio Mud/Bd2 |
| 43 |
Reinf |
= |
Rebar arrangement provided |
| 44 |
sp |
= |
Spacing Between bars at outer most layer |
| 45 |
Spc1 to Spc6 |
= |
Max Stirrup Criteria in mm |
| 46 |
Stirrup Dia |
= |
Diameter of shear stirrups in mm
|
| 47 |
SvCalc |
= |
Stirrup spacing calculated as per
Asv in mm |
| 48 |
SvPrv |
= |
Stirrup spacing provided in m |
| 49 |
Tc |
= |
Permissible Shear stress in concrete at a given section in N/sqmm Calculated as per Tensile
reinforcement |
| 50 |
Τce |
= |
Earthquake inducted shear stress in N/sqmm |
| 51 |
Τcep |
= |
Permissible value of shear stress for checking of coupling action in N/sqmm |
| 52 |
Tu |
= |
Factored Torsional Moment in Limit
State at a section in kNm |
| 53 |
Tv |
= |
Shear stress due to Vud in
N/sqmm |
| 54 |
VD+L |
= |
Shear force 1.2x(Dead Load
+ Live Load) in kN |
| 55 |
Vc |
= |
Shear capacity of concrete section
due to Tc in kN |
| 56 |
Vu |
= |
Factored Shear Force in Limit State
at a section in kN |
| 57 |
Vu-A1 |
= |
VD+LLeft - 1.4 x (MsLeft +
MhRight)/L in kN |
| 58 |
Vu-A2 |
= |
VD+LLeft + 1.4 x (MhLeft +
MsRight)/L in kN |
| 59 |
Vu-B1 |
= |
VD+LRight + 1.4 x (MsLeft +
MhRight)/L in kN |
| 60 |
Vu-B2 |
= |
VD+LRight - 1.4 x (MhLeft +
MsRight)/L in kN |
| 61 |
Vud |
= |
Design Shear Force (Max of Vus and
Vu-sway) in kN |
| 62 |
Vue |
= |
Earthquake inducted shear in kN |
| 63 |
Vu-sway |
= |
Max of (Vu-A1 and Vu-A2) & (Vu-B1
and Vu-B2) in kN |
| 64 |
Vus |
= |
Vud - Vc Design Shear Force for
reinforcement, in kN |
| 65 |
Vut |
= |
Total Shear Force = Vu + VTu in
kN |
| 66 |
VTu |
= |
Converted Shear Force due to Torsion
at a section in kN |
| 67 |
Wcr |
= |
Surface Crack Width |
| 68 |
WcrPerm |
= |
Permissible Crack Width required in mm |
| 69 |
X1 |
= |
Smaller c/c dimension of outermost Stirrups |
| 70 |
Y1 |
= |
Larger c/c dimension of outermost Stirrups |
|
|
|
All 6mm diameter bars are assumed 250 grade with fy = 250 N/sqmm |
| |
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| All Forces are in 'kN', 'kNm', Stress in 'N/sqmm' & Dimension are in 'mm'. |