Definitions Of Terms: |
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All
forces in units 'kN' and 'mm' |
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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 |
Aj |
= |
Effective cross-sectional area within a joint in a plane parallel to plane of reinforcement generating shear in the joint in 'sqmm' |
2 |
Ast Req |
= |
Area of reinforcement required in Beam at section Considered in 'sqmm' |
3 |
Ast Pro |
= |
Area of reinforcement Provided in Beam at section Considered in 'sqmm' |
4 |
B |
= |
Width of column / wall in 'mm' |
5 |
B' |
= |
Effective width of beam along B / column width in 'mm' |
6 |
D |
= |
Depth / diameter of column in 'mm' |
7 |
D' |
= |
Effective width of beam along D / column width in 'mm' |
8 |
fck |
= |
Specified strength of concrete in 'N/sqmm' |
9 |
fy |
= |
Specified yield strength of reinforcement in 'N/sqmm' |
10 |
Mu |
= |
Moment in Beam at Section Considered in 'kNm |
11 |
Mu Cap |
= |
Moment Capacity of Beam at Section Considered
in 'kNm' |
12 |
Mt |
= |
Equivalent Bending moment due to torsion at Section Considered in
'kNm' |
13 |
Mnb |
= |
Flexure Capacity for Beam in 'kNm' |
14 |
Mnc |
= |
Flexure Capacity for Column in 'kNm' |
15 |
Mncd |
= |
Flexure Capacity of Columns along D in 'kNm' |
16 |
Mncb |
= |
Flexure Capacity of Columns along B in 'kNm' |
17 |
Pu |
= |
Axial force in Column corresponding to Flexural
capacity of Column along D or along B in 'kN' |
18 |
V-Reinf |
= |
Design shear demand from beam reinforcment in 'kN' |
19 |
Vuy |
= |
Shear induced due to beam capacity along D of column in 'kN' |
20 |
Vux |
= |
Shear induced due to beam capacity along B of column in 'kN' |
21 |
Vj |
= |
Shear Force acting at the joint in 'kN' |
22 |
Vn' |
= |
Nominal shear strength in 'kN' |
Code References: |
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ACI 318M-2014 |
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Sr.No |
Element |
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Clause / table |
1 |
Minimum Flexural Strength of Columns |
: |
18.7.3.2 |
2 |
Shear Check at Column Joint |
: |
18.8.4 |
3 |
Shear Strength of Column |
: |
18.4 & 18.6.5 |
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Column Below |
Column Above |
Member Number |
1801 |
1811 |
Concrete Grade,fck (N/sqmm) |
C25 |
C25 |
Steel Grade,fy (N/sqmm) |
Fy420 |
Fy420 |
Column Size (mm) |
600 X 900 |
600 X 900 |
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Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for Beam |
Effective Moment for Beam |
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Along D |
Along B |
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Left |
Right |
Left |
Right |
Top (kNm) |
235.58 |
310.28 |
175.34 |
311.36 |
Bottom (kNm) |
235.74 |
277.05 |
126.82 |
311.56 |
Mnb (kNm) |
MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) |
MAX((Left Top + Right Bottom), (Right Top + Left Bottom)) |
546.01 |
486.9 |
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Check for Column Flexural Capacity |
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Along D |
Along B |
Critical Load Combination Top |
[6] : 1.2 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[6] : 1.2 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Top (kN) |
3060.99 |
3060.99 |
Mnc Top (kNm) |
1384.01 |
908.16 |
Critical Load Combination Bot |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Bot (kN) |
1838.91 |
1838.91 |
Mnc Bottom (kNm) |
1344.98 |
897.85 |
Mnc (kNm) |
2728.99 |
1806.01 |
>= 1.2 x Mnb, Hence OK |
>= 1.2 x Mnb, Hence OK |
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2. Shear Strength of Joint: |
Beams Along D |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
0 |
Right |
450 |
800 |
1140.12 |
1013.44 |
180 |
Left |
300 |
900 |
760.08 |
760.08 |
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Beams Along B |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
90 |
Right |
500 |
800 |
1140.12 |
1140.12 |
270 |
Left |
400 |
600 |
886.76 |
633.4 |
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Column Below |
Column Above |
Member Number |
1811 |
1821 |
Concrete Grade,fck (N/sqmm) |
C25 |
C25 |
Steel Grade,fy (N/sqmm) |
Fy420 |
Fy420 |
Column Size (mm) |
600 X 900 |
600 X 900 |
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Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for Beam |
Effective Moment for Beam |
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Along D |
Along B |
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Left |
Right |
Left |
Right |
Top (kNm) |
512.3 |
601.88 |
613.22 |
676.5 |
Bottom (kNm) |
273.66 |
310.51 |
310.84 |
345.01 |
Mnb (kNm) |
MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) |
MAX((Left Top + Right Bottom), (Right Top + Left Bottom)) |
875.54 |
987.34 |
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Check for Column Flexural Capacity |
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Along D |
Along B |
Critical Load Combination Top |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Top (kN) |
1154.8 |
1154.8 |
Mnc Top (kNm) |
1179.97 |
777.38 |
Critical Load Combination Bot |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Bot (kN) |
1673.22 |
1673.22 |
Mnc Bottom (kNm) |
1307.73 |
870.97 |
Mnc (kNm) |
2487.71 |
1648.35 |
>= 1.2 x Mnb, Hence OK |
>= 1.2 x Mnb, Hence OK |
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2. Shear Strength of Joint: |
Beams Along D |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
0 |
Right |
450 |
800 |
2292.16 |
1140.12 |
180 |
Left |
300 |
900 |
1719.12 |
886.76 |
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Beams Along B |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
90 |
Right |
500 |
800 |
2578.68 |
1266.8 |
270 |
Left |
400 |
600 |
3546.97 |
1626.2 |
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Column Below |
Column Above |
Member Number |
1821 |
1831 |
Concrete Grade,fck (N/sqmm) |
C25 |
C25 |
Steel Grade,fy (N/sqmm) |
Fy420 |
Fy420 |
Column Size (mm) |
600 X 900 |
600 X 900 |
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Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for Beam |
Effective Moment for Beam |
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Along D |
Along B |
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Left |
Right |
Left |
Right |
Top (kNm) |
475.96 |
531.42 |
613.22 |
628.58 |
Bottom (kNm) |
273.66 |
277.05 |
310.84 |
345.01 |
Mnb (kNm) |
MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) |
MAX((Left Top + Right Bottom), (Right Top + Left Bottom)) |
805.07 |
958.23 |
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Check for Column Flexural Capacity |
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Along D |
Along B |
Critical Load Combination Top |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Top (kN) |
587 |
587 |
Mnc Top (kNm) |
1531.58 |
999.35 |
Critical Load Combination Bot |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Bot (kN) |
1103.74 |
1103.74 |
Mnc Bottom (kNm) |
1166.72 |
767.91 |
Mnc (kNm) |
2698.3 |
1767.26 |
>= 1.2 x Mnb, Hence OK |
>= 1.2 x Mnb, Hence OK |
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2. Shear Strength of Joint: |
Beams Along D |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
0 |
Right |
450 |
800 |
2005.64 |
1013.44 |
180 |
Left |
300 |
900 |
1588.48 |
886.76 |
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Beams Along B |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
90 |
Right |
500 |
800 |
2382.72 |
1266.8 |
270 |
Left |
400 |
600 |
3546.97 |
1626.2 |
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Column Below |
Column Above |
Member Number |
1831 |
- |
Concrete Grade,fck (N/sqmm) |
C25 |
- |
Steel Grade,fy (N/sqmm) |
Fy420 |
- |
Column Size (mm) |
600 X 900 |
- |
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Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for Beam |
Effective Moment for Beam |
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Along D |
Along B |
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Left |
Right |
Left |
Right |
Top (kNm) |
394.47 |
403.61 |
441.74 |
488.99 |
Bottom (kNm) |
235.74 |
277.05 |
246.3 |
311.56 |
Mnb (kNm) |
MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) |
MAX((Left Top + Right Bottom), (Right Top + Left Bottom)) |
671.51 |
753.3 |
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Check for Column Flexural Capacity |
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Along D |
Along B |
Critical Load Combination Top |
- |
- |
Pu Top (kN) |
- |
- |
Mnc Top (kNm) |
- |
- |
Critical Load Combination Bot |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
[11] : 0.9 (LOAD 1: LOAD CASE 1) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
Pu Bot (kN) |
535.95 |
535.95 |
Mnc Bottom (kNm) |
1518.55 |
989.94 |
Mnc (kNm) |
1518.55 |
989.94 |
>= 1.2 x Mnb, Hence OK |
>= 1.2 x Mnb, Hence OK |
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2. Shear Strength of Joint: |
Beams Along D |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
0 |
Right |
450 |
800 |
1499.52 |
1013.44 |
180 |
Left |
300 |
900 |
1300.96 |
760.08 |
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Beams Along B |
Angle w.r.t Column Ly(deg) |
Reference Location |
Width (mm) |
Depth (mm) |
Ast Pro Top (sqmm) |
Ast Pro Bot (sqmm) |
90 |
Right |
500 |
800 |
1824.76 |
1140.12 |
270 |
Left |
400 |
600 |
2406.88 |
1266.8 |
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