| Definitions Of Terms: |
|
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|
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|
All
forces in units kN and m |
|
|
|
All reinforcement details like area, spacing in mm |
|
Neutral axis angle for resultant design moment is with respect to local major axis. |
|
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|
|
| 1 |
Ωwd |
= |
Volumetric ratio of confining reinforcement in boundary element |
| 2 |
μθ |
= |
Curvature ductility factor |
| 3 |
α1 |
= |
Multiplier of horizontal design seismic action at formation of first plastic hinge in the system |
| 4 |
αcc |
= |
Co-efficient taking account of long term effect on the compressive strength |
| 5 |
αcw |
= |
Co-efficient taking account of the state of the stress in the compression chord |
| 6 |
αu |
= |
Multiplier of horizontal seismic design action at formation of global plastic in mechanism |
| 7 |
β |
= |
It is a Neutral Axis angle corresponding to load angle to find out MCap |
| 8 |
εc |
= |
Strain in Concrete |
| 9 |
εcu2 |
= |
Ultimate strain of unconfined Concrete |
| 10 |
εcu2,c |
= |
Ultimate strain of confined Concrete |
| 11 |
εm |
= |
Average steel strain at level considered |
| 12 |
εs |
= |
Strain in Reinforcement |
| 13 |
εsc |
= |
Compressive Strain in Reinforcement |
| 14 |
ρw |
= |
Shear Reinforcement Ratio provided |
| 15 |
ρw min |
= |
Minimum Shear Reinforcement Ratio |
16 |
γc |
= |
Partial factor for concrete (Persistent and Transient) |
17 |
γc acc |
= |
Partial factor for concrete (Accidental) |
18 |
γs |
= |
Partial factor for reinforcing steel (Persistent and Transient) |
19 |
γs acc |
= |
Partial factor for reinforcing steel (Accidental) |
| 20 |
ω |
= |
Reinforcement ratio |
| 21 |
ωwd |
= |
Technical volumetric ratio of confining reinforcement |
| 22 |
φef |
= |
Creep co-efficient |
| 23 |
Kφ |
= |
Factor for taking account of creep |
| 24 |
Nεd |
= |
Design value of axial load in kN |
| 25 |
1/r |
= |
Curvature value |
| 26 |
A (Slenderness) |
= |
Constant |
| 27 |
Ac |
= |
Cross Sectional Area of Concretein in mm2 |
| 28 |
Ash |
= |
Volume of confining hoops in mm3 |
| 29 |
As est |
= |
Estimated area of longitudinal reinforcement for slenderness check in mm2 |
| 30 |
Asw/s |
= |
Area of Shear reinforcement required in sqmm/m |
| 31 |
Aswmax/s |
= |
Maximum Area of Shear Reinforcement in sqmm/m |
| 32 |
b |
= |
Effective Width of Column in
mm |
| 33 |
bj |
= |
Effective joint width along Column direction considered in mm
|
34 |
B (General Data) |
= |
Width / Smaller Dimension of Column in
mm |
| 35 |
B (Slenderness) |
= |
Constant |
36 |
bwo |
= |
Thickness of web of a wall in mm |
| 37 |
C (Slenderness) |
= |
Constant |
| 38 |
c |
= |
Factor depending on the curvature distribution |
| 39 |
D |
= |
Depth / Larger Dimension of Column OR
Diameter of Circular Column in mm |
| 40 |
d |
= |
Effective Depth of Column in
mm |
| 41 |
Dk |
= |
Diameter Of core measured to the outside of
circular link in mm |
| 42 |
Ec |
= |
Modulus of elasticity of concrete in N/sqmm
|
| 43 |
Es |
= |
Modulus of elasticity of Reinforcement in N/sqmm
|
| 44 |
e2 |
= |
Deflection to calculate second order moment in mm |
| 45 |
e0 |
= |
Minimum eccentricity in mm
|
| 46 |
fck |
= |
Characteristic Cylindrical strength
of Concrete N/sqmm |
| 47 |
FcPerm |
= |
Permissible Stress in Concrete required in N/sqmm |
| 48 |
fctm |
= |
Mean value of axial tensile strength of Concrete in N/sqmm
|
| 49 |
Fst |
= |
Stress in Reinforcement in N/sqmm |
| 50 |
FstPerm |
= |
Permissible Stress in Reinforcement required in N/sqmm |
| 51 |
Fyd |
= |
Design value of Reinforcement yield strength in N/sqmm |
| 52 |
fyd, h |
= |
Design value Of yield strength Of the horizontal web reinforcement in N/sqmm |
| 53 |
fctd |
= |
Tensile Strength of Concrete in N/sqmm |
| 54 |
fywd |
= |
Design yield stress for shear reinforcement in N/sqmm |
| 55 |
hcr |
= |
Height Of critical region above base Or basement story in m |
| 56 |
hjc |
= |
Distance between extreme layer of column reinforcement along Column direction considered in mm |
| 57 |
hjw |
= |
Distance between top and bottom reinforcement of Beam along Column direction considered in mm |
| 58 |
i |
= |
Radius of Gyration of uncracked section in mm |
59 |
K1 |
= |
Crack width co-efficient For high bond bars (value = 0.8) |
60 |
K2 |
= |
Crack width co-efficient For bending (value =0.5) |
61 |
K3 |
= |
Crack width constant (value =3.4) |
62 |
K4 |
= |
Crack width constant (value =0.5) |
63 |
Kr |
= |
Correction factor depending On the axial load |
64 |
kw |
= |
Factor reflecting the prevailing failure node In structural systems With walls |
| 65 |
lo |
= |
Effective length Of column in mm |
| 66 |
lw |
= |
Length Of cross-section Of wall in mm |
| 67 |
Med |
= |
Design bending moment from the analysis For the seismic design situation in kN-m |
| 68 |
mgeoD |
= |
Moment due To geometric imperfections along D in kN-m |
| 69 |
mgeoB |
= |
Moment due To geometric imperfections along B in kN-m |
| 70 |
Mux |
= |
Factored moment Along D (Momemt About Major Axis) in kN-m |
| 71 |
Muy |
= |
Factored moment Along B (Momemt About Minor Axis) in kN-m |
| 72 |
MCap |
= |
Moment capacity Of section For NA angle at design Pu in kN
|
| 73 |
MRes |
= |
Resultant design moment at angle To local major axis in kN-m
|
| 74 |
M2B |
= |
Additional moment due To slenderness about minor axis (Along B) in kN-m
|
| 75 |
M2D |
= |
Additional moment due To slenderness about major axis (Along D) in kN-m
|
| 76 |
M2 |
= |
Nominal second order moment in kN-m |
| 77 |
M01 |
= |
First order End moments in kN-m |
| 78 |
M02 |
= |
First order End moments in kN-m |
| 79 |
n |
= |
Relative axial force in kN |
| 80 |
nbal |
= |
Value Of n at maximum moment Of resistance in kN |
| 81 |
Ned |
= |
Design axial force from the analysis For the seismic design situation in kN |
| 82 |
q |
= |
Behavior factor |
| 83 |
qo |
= |
Basic value Of the behavior factor |
| 84 |
rm |
= |
Moment Ratio, M01 / M02 |
| 85 |
sl,max |
= |
Maximum Longitudinal Spacing of stirrups in mm |
| 86 |
T1 |
= |
Fundamental period Of the building In the horizontal direction Of interest in sec |
| 87 |
Tc |
= |
Corner period at the upper limit Of the constant acceleration region Of the elastic Spectrum in sec |
| 88 |
VRd,max |
= |
Maximum Shear resistance of Section in kN |
| 89 |
Vd |
= |
Normalized axial force in column above joint in kN |
| 90 |
VEd x |
= |
Design shear force at the ULS Long B in kN |
| 91 |
VEd y |
= |
Design shear force at the ULS Long D in kN |
| 92 |
v'ed |
= |
Shear force in a wall from the analysis for the seismic design situation in kN |
| 93 |
Vur |
= |
Factored resultant shear force acting on the column in kN |
| 94 |
Vjhd |
= |
Compressive strength of Concrete in the presence of transverse tensile strain in kN |
| 95 |
Wcr |
= |
Surface Crack Width in mm |
| 96 |
WcrPerm |
= |
Permissible Crack Width required in mm |
| 97 |
Xu |
= |
Neural axis Depth in mm |
| 98 |
z |
= |
Internal lever arm in mm |
| Code References: |
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|
| EN 1992 - 1 - 1 - 2004 Base |
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|
ELEMENT |
|
CLAUSE / table |
| 1 |
Max area of reinforcement |
: |
Cl. 9.5.2 (3) |
| 2 |
Min area of reinforcement |
: |
Cl. 9.5.2 (2) |
| 3 |
Minimum Eccentricity Calc |
: |
6.1 (4) |
| 4 |
Slenderness Moments |
: |
5.8.8.2 |
| 5 |
Design of horizontal links |
: |
6.2.3 |
| 6 |
Determine shear capacity without shear reinforcement |
: |
6.2.2 |
| 7 |
Crack width calculation |
: |
7.3.4 |
| |
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|
| |
|
|
|
BS EN 1998-1:2004 (E) |
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|
|
ELEMENT |
|
CLAUSE / table |
| 1 |
Spacing of special confining reinforcement |
: |
Cl.5.4.3.2.2 (8) |
| 2 |
C/s area of special confining reinforcement |
: |
Cl.5.2.3.4 (3) |
| 3 |
Shear resistance of ductile wall |
: |
Cl.5.5.2.4.1 |
| 4 |
Ductile wall (Bending and Shear) |
: |
Cl.5.4.3.4 |
| 5 |
Special provisions for ductile walls |
: |
Cl.5.4.2.4 and Cl.5.4.2.5 |
| 6 |
Design for DCM |
: |
Cl.5.4 |
| 7 |
Design for DCH |
: |
Cl.5.5 |
Load Case Category |
| Earthquake |
: |
Accidental |
|
| | |
| General Data |
| Column No. |
: |
C7 |
| Level |
: |
-2 m To 6 m |
|
| Design Code |
= |
EN 1992 - 1 - 1 - 2004 Base |
|
| Type of Frame |
= |
Ductile Medium |
| Grade Of Concrete (fck) (Cylindrical) |
= |
C50/60 |
N/sqmm |
| Partial Factor for concrete, γc (Persistent and Transient) |
= |
1.5 |
| Partial Factor for concrete, γc acc (Accidental) |
= |
1.2 |
| Grade Of Steel (fyk) |
= |
Fy485 |
N/sqmm |
| Partial Factor for reinforcing steel, γs (Persistent and Transient) |
= |
1.15 |
| Partial Factor for reinforcing steel, γs acc (Accidental) |
= |
1 |
| Column B |
= |
400 |
mm |
| Column D |
= |
600 |
mm |
| Clear Cover |
= |
50 |
mm |
| Clear Floor Height @ B,loB |
= |
8700 |
mm |
| Clear Floor Height @ D,loD |
= |
8500 |
mm |
| No Of Floors |
= |
1 |
|
| No Of Columns In Group |
= |
1 |
|
| Column Type Along D |
= |
Braced |
|
| Column Type Along B |
= |
UnBraced |
|
| Minimum eccentricity check |
= |
Simultaneously (Both Axis) |
|
| Effective Length Along D |
= |
0.59 |
|
| Effective Length Along B |
= |
1.25 |
|
| Load Data |
|
| Analysis Reference No. |
= |
46 |
|
| Load Combination |
= |
[2] : 4.2 (LOAD 1: LOAD CASE 1) +4.25 (LOAD 2: LOAD CASE 2) +(LOAD 3: LOAD CASE 3) |
|
| Critical Location |
= |
Mid Joint |
|
| Ned(top joint) |
= |
2440.57 |
kN |
| Mux(top joint) |
= |
-333.18 |
kNm |
| Muy(top joint) |
= |
-296.75 |
kNm |
| Vux(top joint) |
= |
26.11 |
kN |
| Vuy(top joint) |
= |
47.7 |
kN |
| Ned(bottom joint) |
= |
2630.64 |
kN |
| Mux (bottom joint) |
= |
48.34 |
kNm |
| Muy (bottom joint) |
= |
-505.58 |
kNm |
| Vux (bottom joint) |
= |
26.11 |
kN |
| Vuy(bottom joint) |
= |
47.7 |
kN |
| Minimum Eccentricity, |
| Since Axial Force is compressive, Min. Eccentricity check to
be performed |
| Check,e0 |
|
| Minimum Eccentricity Along D: |
= |
D / 30 |
|
| Minecc (e0D) |
= |
20 |
mm |
| Mmind |
= |
Ned x Minimum Eccentricity |
|
|
= |
52.61 |
kNm |
|
|
|
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| |
|
|
|
| Minimum Eccentricity Along B: |
= |
B / 30 |
|
| Minecc (e0B) |
= |
13.33 |
mm |
|
= |
20 |
MM,Since < 20 |
| Mminb |
= |
Ned x Minimum Eccentricity |
|
|
= |
52.61 |
kNm |
|
|
|
|
|
|
|
|
| Geometric imperfection, ei |
| θ0 |
= |
0.005 |
|
| αn |
= |
0.707 |
|
| αm |
= |
1 |
|
| θ1 |
= |
0.00354 |
Radian |
| |
|
|
|
| Eccentricity ,(ei) (along both the directions) |
= |
8.87 |
mm |
| MgeoD |
= |
23.33 |
kNm |
| MgeoB |
= |
23.33 |
kNm |
| Slenderness Check |
| Ast Prv |
|
12868 |
sqmm |
| ω |
= |
Ast prv x fyd / (B x D x fcd) |
|
|
= |
0.62 |
|
| Calculation of SLENDERNESS CHECK |
|
Along D |
Along B |
| Crtical Load Combination |
[2] : 4.2 (LOAD 1: LOAD CASE 1) +4.25 (LOAD 2: LOAD CASE 2) +(LOAD 3: LOAD CASE 3) |
[2] : 4.2 (LOAD 1: LOAD CASE 1) +4.25 (LOAD 2: LOAD CASE 2) +(LOAD 3: LOAD CASE 3) |
| Ned (kN) |
2630.64 |
2630.64 |
| Mo1 (kNm) |
48.34 |
296.75 |
| Mo2 (kNm) |
333.18 |
505.58 |
| Radius of Gyration (i) (mm) |
173.41 |
115.61 |
| Φef |
2.14 |
2.14 |
| A = 1 / ( 1 + 0.2 x Φ ef) |
0.7 |
0.7 |
| B = Sqrt (1 + 2 ω) |
1.5 |
1.5 |
| rm = Mo1 / Mo2 |
-0.15 |
-0.59 |
| C = 1.7 - rm |
1.85 |
2.29 |
| n = Ned / (B x D x fcd) |
0.2631 |
0.2631 |
| Slenderness ratio ( λ ) = lo / i |
28.92 |
94.07 |
| Permissible Limits ( λ lim ) = A x B x C / sqrt (n) |
75.75 |
93.76 |
|
Hence, Column is not Slender |
Hence, Column is Slender |
|
| Calculation of Slenderness Moment |
|
Along D |
Along B |
| nu = 1 + ω |
--- |
1.62 |
| nbal |
--- |
0.4 |
| Kr = Min ((nu - n)/(nu - nbal), 1) |
--- |
1 |
| c (Constant) |
--- |
10 |
| Is (mm) |
--- |
115.61 |
| deff, slenderness = (D' / 2) + Is (mm) |
--- |
206.32 |
| β = 0.35 + fck / 200 - λ / 150 |
--- |
-0.027 |
| 1 / ro = fyd /Es x (0.45 x deff, slenderness) x 10 ^ - 5 |
--- |
2.61 |
| K φ = Max ((1 + β x Φ ef) , 1) |
--- |
1 |
| 1 / r = Kr x k φ x ( 1 / ro ) x 10 ^ - 5 |
--- |
2.61 |
| e2 = (1 / r) x (lo ^ 2 / c) (mm) |
--- |
308.89 |
| Moe = 0.4 x Min (top, bottom) + 0.6 x Max (top, bottom) (kNm) |
--- |
-211.56 |
| M2 = e2 x Ned (kNm) |
--- |
812.59 |
| Mid Moment = Moe + M2 (kNm) |
--- |
-1024.15 |
|
| Note:
|
| deff, slenderness |
= |
Effective Depth of the section along the direction considered. |
| D' |
= |
Depth of the section along the direction considered. |
| Calculation of Design Moment |
| Direction |
Manalysis |
Mmin |
Mgeo |
Mdesign |
M2 |
Mdesign-final |
|
A |
B |
C |
D |
E |
F |
| Major Axis - Mux (top) |
-333.18 |
48.81 |
21.65 |
-354.81 |
--- |
354.81 |
| Major Axis Mux (bottom) |
48.34 |
52.61 |
23.33 |
71.66 |
--- |
71.66 |
| Major Axis Mux (mid) |
--- |
--- |
--- |
--- |
--- |
--- |
| Minor Axis Muy (top) |
-296.75 |
48.81 |
21.65 |
-318.39 |
812.59 |
724.68 |
| Minor Axis Muy (bottom) |
-505.58 |
52.61 |
23.33 |
-528.9 |
812.59 |
935.2 |
| Minor Axis Muy (mid) |
--- |
--- |
--- |
--- |
--- |
-1024.15 |
| Where
|
| A |
= |
Moments directly from analysis |
| B |
= |
Moments due to minimum eccentricity |
| C |
= |
Moments due to geometrical imperfection |
| D |
= |
Max of (Manalysis+MGeo) , Mmin |
| E |
= |
Moment due to slenderness effect |
| F Top.Bottom |
= |
Mdesign+ M2 /2 |
| F Mid |
= |
Moe+M2 |
| Final Critical Design Forces |
|
|
|
|
|
| Critical Case - Axial Load & BiAxial Bending |
|
| Pu |
= |
2630.64 |
kN |
| Mux |
= |
0 |
kNm |
| Muy |
= |
1024.15 |
kNm |
| Resultant Moment (Combined Action) |
| Moment Capacity Check |
| Pt Calculated |
= |
5.36 |
|
| Reinforcement Provided |
= |
16-T32 |
|
|
|
|
|
| Load Angle |
= |
Tan-1(Muy/Mux) |
|
|
= |
90 |
deg |
| MRes |
= |
1024.15 |
kNm |
| MCap |
= |
1043.49 |
kNm |
| Capacity Ratio |
= |
MRes/ MCap |
|
|
= |
0.98 < 1 |
|
|
|
|
|
| Biaxial Bending Check |
| λD/λB |
= |
0.3074 |
|
| λB/λD |
= |
3.2527 |
|
| eD(top) |
= |
134.8769 |
mm |
| eD(bot) |
= |
27.2416 |
mm |
| eB(top) |
= |
275.4766 |
mm |
| eB(bot) |
= |
355.5013 |
mm |
| |
|
|
|
| (eD top/D)/(eB top/B) |
= |
0.33 |
mm |
| (eB top/B)/(eD top/D) |
= |
3.06 |
mm |
| (eD bot/D)/(eB bot/B) |
= |
0.05 |
mm |
| (eB bot/B)/(eD bot/D) |
= |
19.57 |
mm |
| |
|
|
|
| Check for Bi-axial bending |
|
Consider Biaxial |
|
| |
|
|
|
| Check For Minimum Vertical Reinforcement |
| Minimum pt-1(User Defined) |
= |
0.2 |
|
| As,min-1(as per user defined pt-1) |
= |
Minimum pt-1 x Ac / 100 |
|
|
= |
480 |
sqmm |
| Load Combination |
= |
[1] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) |
|
| Ned |
= |
619.06 |
kN |
| fyd |
= |
421.74 |
N/sqmm |
| Minimum pt-2 (as per Ned) |
= |
0.1 x Ned / ( fyd x Ac) |
|
|
= |
0.0612 |
% |
| As,min-2 (as per Ned) |
= |
Minimum pt-2 x Ac / 100 |
|
|
= |
146.79 |
sqmm |
| As,min |
= |
Max (As,min-1 , As,min-2) |
|
|
= |
480 |
sqmm |
| As provided |
= |
12867.96 |
sqmm |
| As provided |
> |
As,min Hence, OK |
|
| |
|
|
|
| |
|
|
| |
|
|
| Design Of Shear |
| ϒRD |
= |
1.1 |
|
| Along D |
| Shear from Moment Capacity: |
|
|
|
| Luy |
= |
8500 |
mm |
| NEd Top |
= |
2630.64 |
kN |
| MRCt |
= |
1555.45 |
kNm |
| NEd Bottom |
= |
2440.57 |
kN |
| MRCb |
= |
1550.5 |
kNm |
| Vuy1 |
= |
401.95 |
kN |
|
|
|
|
| Critical Load Combination |
= |
[1] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) |
|
| Design shear force, Vuy2 |
= |
14.55 |
kN |
| NEd |
= |
573.8 |
kN |
| Vuy |
= |
Maximum(Vuy, Vuy1) |
|
|
= |
401.95 |
kN |
| Design shear stress ,VEd |
= |
1.8818 |
N/mm2 |
| Calculation for Concrete Strut Capacity VRdmax |
| lever arm, z |
= |
534 |
mm |
| v1 |
= |
0.48 |
|
| vRd,max cot θ = 2.5 |
= |
4.97 |
N/mm2 |
| vRd,max cot θ = 1 |
= |
7.2 |
N/mm2 |
| VRd,max |
= |
1060.58 |
kN |
| Check |
|
VRd,max > Vuy Hence, OK |
|
| |
|
|
|
| VRD,c |
= |
268.39 |
kN |
| As tension(50%) |
= |
6434 |
sqmm |
| CRdc |
= |
0.18/γc |
|
|
= |
0.12 |
|
| deff |
= |
534 |
mm |
| k |
= |
MIN(1 + SQRT(200 / deff),2) |
|
|
= |
1.612 |
|
| ρ1 |
= |
Asmain / (b x deff) |
|
|
| = |
0.02 |
% |
| k1 |
|
0.15 |
|
| σcp |
= |
NEd / (B x D) |
|
|
= |
2.3908 |
N/mm2 |
| |
|
|
|
| Shear check |
|
Shear Reinforcment Required |
|
|
|
Since VRD,C < Vuy |
|
| Calculation for spacing of shear reinforcement |
|
|
| θ |
= |
21.8 |
degree |
| no of legs for stirrups |
= |
4 |
legged |
| Shear reinforcement bar dia .∅link |
= |
8 |
mm |
| Area of Shear reinforcement ,Asw |
= |
862.15 |
mm2 |
| Design yeild stress for shear reinforcement,fywd |
= |
388 |
N/mm2 |
| Spacing of Reinforcement required,s |
= |
233 |
mm |
| |
|
|
|
| Provided Spacing ,sprov. |
= |
150 |
mm |
| Area of Shear reinforcement provided ,Asw,prov |
|
1340.41 |
mm2 |
| |
|
|
|
| Check maximum area for Shear reinforcement provided. |
|
|
|
| Maximum area of shear reinforcement, Asw.max |
= |
8247.42 |
sqmm |
|
|
|
|
| Check minimum ratio & maximum longitudinal spacing for Shear reinforcement provided. |
|
|
| |
|
|
|
| Shear Reinforcement Ratio |
= |
0.0034 |
|
| Minimum Shear Reinforcement Ratio ,ρw |
= |
0.0012 |
|
| Hence safe for minimum ratio |
|
|
|
| |
|
|
|
| |
|
|
|
| Along B |
| Shear from Moment Capacity: |
|
|
|
| Lux |
= |
8500 |
mm |
| NEd Top |
= |
2630.64 |
kN |
| MRCt |
= |
1043.49 |
kNm |
| NEd Bottom |
= |
2440.57 |
kN |
| MRCb |
= |
1034.06 |
kNm |
| Vux1 |
= |
268.86 |
kN |
|
|
|
|
| Critical Load Combination |
= |
[1] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) |
|
| Design shear force, Vux1 |
= |
3.59 |
kN |
| NEd |
= |
573.8 |
kN |
| Vux |
= |
Maximum(Vux, Vux1) |
|
|
= |
268.86 |
kN |
| Design shear stress ,vEd |
= |
1.3108 |
N/mm2 |
| Calculation for Concrete Strut Capacity VRd,max |
|
|
|
| lever arm, z |
= |
334 |
mm |
| v1 |
= |
0.48 |
|
| vRd,max cot θ = 2.5 |
= |
4.97 |
N/mm2 |
| vRd,max cot θ = 1 |
= |
7.2 |
N/mm2 |
| VRd,max |
= |
995.04 |
kN |
| Check |
|
VRd,max > Vux Hence, OK |
|
| |
|
|
|
| VRD,c |
= |
269.86 |
kN |
| As tension(50%) |
= |
6434 |
sqmm |
| CRdc |
= |
0.18/γc |
|
|
= |
0.12 |
|
| beff |
= |
334 |
mm |
| k |
= |
MIN((1 + SQRT(200 / beff)),2) |
|
|
= |
1.7738 |
|
| ρ1 |
= |
Asmain / (d x beff) |
|
|
| = |
0.02 |
% |
| k1 |
= |
0.15 |
|
| σcp |
= |
NEd / (B x D) |
|
|
= |
2.3908 |
N/mm2 |
| |
|
|
|
| Shear check |
|
No Shear Reinforcement Required |
|
|
|
Since VRD,C > Vux |
|
| Design Of Links |
| Links in the zone where special confining links are not
required or End Zone |
| |
|
Normal Links |
|
|
|
| Diameter of link Provided |
= |
8 |
mm |
| Check for minimum diameter of link |
|
|
|
| Main Reinforcement (Bundled / Single) |
= |
Single |
|
| Number of Rebars in Bundled |
= |
1 |
|
| Maximum diameter of Vertical Reinforcement |
= |
32 |
mm |
| Effective diameter of Vertical Reinforcement |
= |
32 |
mm |
| Minimum dia-1 (6mm) |
= |
6 |
mm |
| Minimum dia-2 |
= |
Effective diameter / 4 |
|
|
= |
8 |
mm |
| Minimum dia |
= |
Max (Minimum dia-1, Minimum dia-2) |
|
|
= |
8 |
mm |
| Diameter of link Provided |
> |
Minimum dia Hence, OK |
|
| Criterion for spacing of normal links |
|
|
|
| Min. Longitudinal Bar dia X 20 |
= |
640 |
mm |
| Min. dimension of column |
= |
400 |
mm |
| Max. Permissible |
= |
400 |
mm |
| Max. Permissible (User Input) |
= |
300 |
mm |
| Provided spacing |
= |
150 |
mm |
| |
|
|
|
| Special confining reinforcement as
per BS EN 1998-1:2004 |
|
|
|
| Links at End Zone |
| Criterion for spacing of End Zone links |
|
|
|
0.6 x Min. Longitudinal Bar dia X 20 |
= |
384 |
mm |
0.6 x Min. dimension of column |
= |
240 |
mm |
0.6 x Max. Permissible |
= |
240 |
mm |
| Max. Permissible (User Input) |
= |
300 |
mm |
| Provided spacing, s |
= |
150 |
mm |
| |
|
|
|
| Volume of confining hoops, Ash |
|
|
|
| diameter of link |
|
10 |
mm |
| dbl |
= |
32 |
mm |
| ωwd |
= |
(30 x μ∅ x Vd x εsyd x (bc/bo) - 0.035) / α |
|
|
= |
0.08 |
|
| |
|
|
|
| α=αn x αs |
= |
0.6321 |
|
| αn |
= |
0.9777 |
|
| αs |
= |
0.6466 |
|
| bc |
= |
400 |
mm |
| hc |
= |
600 |
mm |
| bo |
= |
310 |
mm |
| ho=Do |
|
510 |
|
| bi |
= |
150 |
mm |
| μφ |
= |
1.1 |
|
| Ned |
= |
573.8003 |
|
| Vd |
= |
Ned /(Ac x fcd) |
|
|
= |
0.0717 |
|
| εsyd |
= |
0.0025 |
|
| Volume Of confining link per m |
= |
1517.53 |
sqmm/m |
|
|
|
|
| Zone for special confining links -
criterion |
|
|
|
| Max. Size of column, D |
= |
600 |
mm |
| Clear height/6 |
= |
1416.67 |
mm |
| Minimum value |
= |
450 |
mm |
| Hence length of confining zone |
= |
1450 |
mm |
|
Required |
Provided |
|
Normal Design |
Shear Design |
Ductile/End Zone |
Normal Zone |
Ductile/End Zone |
| Link Dia. |
8 |
--- |
10 |
8 |
10 |
| Spacing |
150 |
--- |
150 |
150 |
150 |
| |