| Definitions Of Terms: |
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All
forces in units 'kN' and 'm' |
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All reinforcement details like area, spacing in 'mm' |
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Neutral axis angle for resultant design moment is with respect to local major axis. |
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| 1 |
α2 |
= |
Constant used for calculation of stress in concrete for rectangular stress block
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| 2 |
α2 |
= |
Constant used for crackwidth calculation based on Hypothetical thickness of section (th)
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| 3 |
α3 |
= |
Coefficient used for creep calculation, 0.7x (k4 x α2)
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| 4 |
αv |
= |
Angle between the inclined shear reinforcement and the longitudinal tensile reinforcement in Degree
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| 5 |
βd |
= |
A factor required for calculation of Moment magnifier for slender column
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| 6 |
γ |
= |
The ratio, under design bending or design combined bending and compression, of the depth of the assumed rectangulat compressive stress block to kud
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| 7 |
δb |
= |
Moment Magnifier for braced column
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| 8 |
δs |
= |
The Moment Magnifier for a un-Braced column
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| 9 |
εcc |
= |
The creep strain in the concrete
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| 10 |
εx |
= |
Longitudinal strain in concrete
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| 11 |
θ |
= |
Angle between the fitment leg and the confinement plane in Degree
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| 12 |
θv |
= |
Angle between the axis of the concrete compression strut and the longitudinal axis of the member in Degree
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| 13 |
ΣN* |
= |
Summation of Axial load for all columns within storey in kN
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| 14 |
ΣNc |
= |
Summation of buckling load for all columns within storey in kN
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| 15 |
σo |
= |
The compressive stress in concrete assuming a cracked section in N/sqmm
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| 16 |
σo,Perm |
= |
Permissible compressive stress in concrete assuming a cracked section in N/sqmm
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| 17 |
σscr,Perm |
= |
Permissible stress in the tensile reinforcement assuming a cracked section in N/sqmm
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| 18 |
Φ |
= |
Capacity reduction factor for design using linear elastic analysis
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| 19 |
φcc |
= |
Design creep coefficient for concrete
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| 20 |
φcc.b |
= |
Basic creep co-efficient
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| 21 |
A |
= |
Area of column cross section in sqmm
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22 |
Ab.fit |
= |
Cross sectional area of one leg of the fitment in sqmm
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| 23 |
Ac |
= |
Cross sectional area bounded by the centre line of the outermost fitments in sqmm
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24 |
Acp |
= |
Total area enclosed by outside perimeter of concrete section in sqmm
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25 |
Ao |
= |
Area enclosed by shear flow path in sqmm
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| 26 |
Aoh |
= |
Area of the centre line of the closed transverse torsion reinforcement
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| 27 |
Ast required |
= |
Area of longitudinal tensile reinforcement required at a cross section in mm
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| 28 |
Astmin |
= |
Minimum cross sectional area of longitudinal tensile reinfocement in sqmm
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| 29 |
Asv/s |
= |
Cross sectional area of shear reinforcement per m length of section in sqmm/m
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| 30 |
Asv/s min |
= |
Cross sectional area of minimum shear reinforcement per m length of section in sqmm/m
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| 31 |
B/ tw |
= |
Width of the section in mm
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| 32 |
bc |
= |
Core dimension measured between the centr lines of the outermost fitments measured across the width of the section in mm
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| 33 |
bo |
= |
Effective depth at tension face
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34 |
bv / dv |
= |
Effective width of a web for shear for shear check along D in mm
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| 35 |
D / Lw |
= |
Overall depth/ lengtn of the section in mm
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36 |
dc |
= |
Core dimension measured between the centr lines of the outermost fitments measured across the depth of the section in mm
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| 37 |
do |
= |
Distance from the extreme compression fibre of the concrete to the centroid of the outermost later of tensile reinforcement in mm
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| 38 |
ds |
= |
Overall dimension measured between centre lines of the outermot fitments in mm
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| 39 |
dv |
= |
Effective width of a web for shear for shear check along B in mm
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| 40 |
Ec |
= |
Modulus elasticity of concrete due to creep in N/sqmm
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| 41 |
Es |
= |
Modulus of elasticity of steel in N/sqmm
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| 42 |
f'c |
= |
Characteristic compressive (cylinder) strength of concrete at 28 days in N/sqmm
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| 43 |
fr |
= |
Average confining pressure on the core cross section taken at the level of the fitments in N/sqmm
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| 44 |
fr.eff |
= |
Effective confining pressure applied to the core of the column in N/sqmm
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| 45 |
fsc |
= |
Characteristic compressive strength of reinforcement in N/sqmm
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| 46 |
fsy.f |
= |
Yield stress of the reinforceemnt used as fitment in N/sqmm
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47 |
G |
= |
Design axial load component due to permanent action (Dead load)
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| 48 |
I |
= |
Moment of inertia of column cross section in mm4
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| 49 |
k1 |
= |
Coefficient that accounts for bond properties of the bonded reinforcement
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| 50 |
k2 |
= |
Coefficient used for the creep calculation
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| 51 |
k2 |
= |
Coefficient that accounts for the longitudinal strain distribution
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| 52 |
k3 |
= |
Coefficient depend on the age of concrete at loadings used for the creep calculation
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| 53 |
k4 |
= |
Coefficient depend on the enviroment condition used for the creep calculation
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| 54 |
k5 |
= |
A modification factor for high strength concrete used for creep calculation
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| 55 |
k6 |
= |
Coefficient accounts for the non linear creep that develops at sustained stress level of 0.45 fcmi
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| 56 |
kd |
= |
The depth of the neutral axis on the cracked section in mm
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| 57 |
ke |
= |
Average confining factor accounting for the arrangement of the fitments
' |
58 |
km |
= |
A Coefficient calculated for Moment maginifier for Braced column
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| 59 |
kv |
= |
Constant to calculate concrete section Ultimate shear strength excluding shear reinforcement
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| 60 |
Le |
= |
Effective length of the column in mm
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| 61 |
Legs |
= |
Number Of legs Of the shear reinforcement
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| 62 |
lu |
= |
Unsupported length of a column in mm
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63 |
Lu |
= |
Unsupported length of a column taken as the clear distance between the faces of member capable of providing lateral supports to the column in mm
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| 64 |
m |
= |
Number of fitment legs crossing the confinement plane
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| 65 |
M* |
= |
Design Bending Moment at cross section in kNm
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| 66 |
M*1 |
= |
Smaller design bending moment ar the ends of the the column in kNm
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| 67 |
M*2 |
= |
Larger design bending moment ar the ends of the the column in kNm
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| 68 |
M*x |
= |
Design Bending moment about major axis in kNm
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| 69 |
M*y |
= |
Design Bending moment about minor axis in kNm
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70 |
Mc |
= |
Moment used in the calculation fo the buckling load (Nc) in kNm
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| 71 |
Mub |
= |
Particular ultimate strength in beding when Kuo = 0.003 / (0.003 + fsy/Es) in kNm
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| 72 |
n |
= |
Number of laterally restrained longitudinal bars
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| 73 |
N* |
= |
Axial compressive or tensile force on a cross section in kN
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| 74 |
Nc |
= |
The buckling load in kN
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| 75 |
Nu |
= |
Ultimate strength in compression, or tension , at a cross section of an eccentrically loaded compression or tension memebr respectively in kN
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| 76 |
Nuo |
= |
Ultimate strength in compression, without bending, of a an axially loaded cross section in kN
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| 77 |
ΦMux |
= |
Strength in bending about Major axis under the design axial force in kNm
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| 78 |
ΦMuy |
= |
Strength in bending about Minor axis under the design axial force in kNm
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| 79 |
Q |
= |
Design axial load component due to imposed action (Live load)
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80 |
r |
= |
Radius of gyration of the cross sections in mm
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| 81 |
s |
= |
Centre to centre spacing of fitments along the column in mm
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| 82 |
Sr,max |
= |
Maximum crack spacing in mm
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| 83 |
Tcr |
= |
Torsional cracking moment in kNm
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| 84 |
uc |
= |
The length of outside perimater of concrete cross section in mm
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| 85 |
uh |
= |
Perimeter of the centre line of the closed transverse torsion reinforcement in mm
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| 86 |
V*eq |
= |
Equivalent factored Shear force for co-existing applied shear force and applied torsion in kN
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| 87 |
Vu,max |
= |
Ultimate shear strength limited by web crushing failure in kN
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| 88 |
Vuc |
= |
Ultimate shear strength excluding shear reinforcement in kN
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| 89 |
Vus |
= |
Contribution of shear reinforcement to the ultimate shear strength of a beam or wall in kN
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| 90 |
w |
= |
Calculated maximum crackwidth in the concrete member in mm
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| 91 |
x' |
= |
Centre line distance of the closed transverse torsion reinforcement along width of section in mm
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| 92 |
y' |
= |
Centre line distance of the closed transverse torsion reinforcement along depth of section in mm
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| 93 |
wk,perm |
= |
Calculated maximum crackwidth in the concrete member in mm
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| Check For Requirement Of Boundary Element |
| Check 1 - Maximum Compressive Stress |
| Having max stress in between level's (4.2 m - 16.258 m) |
| At level (4.2 m) |
| Load Combination |
= |
[5] : 2 (LOAD 1: LOAD CASE 1) +0.6 (LOAD 2: LOAD CASE 2) +(LOAD 3: LOAD CASE 3 EQ-X) |
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| Maximum Stress |
= |
5.37 |
N/sqmm |
| 0.2 x f'c |
= |
4 |
N/sqmm |
| Maximum Stress in Wall > 0.2 x f'c |
| Hence, Boundary Element is applicable |
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| At level (4.2 m) |
| Load Combination |
= |
[5] : 2 (LOAD 1: LOAD CASE 1) +0.6 (LOAD 2: LOAD CASE 2) +(LOAD 3: LOAD CASE 3 EQ-X) |
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| Maximum Stress |
= |
5.37 |
N/sqmm |
| 0.15 x f'c |
= |
3 |
N/sqmm |
| Maximum Stress in Wall > 0.15 x f'c |
| Hence, Boundary Element is applicable |