JOINT
FLEXURE CHECK - FOR ALL COMBINATIONS |
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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' |
L/C No |
Load Definition |
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1 |
1.4 (LOAD 1: LOAD CASE 1) |
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2 |
1.2 (LOAD 1: LOAD CASE 1) +1.6
(LOAD 2: LOAD CASE 2) |
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3 |
1.2 (LOAD 1: LOAD CASE 1) +(LOAD
2: LOAD CASE 2) |
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4 |
1.2 (LOAD 1: LOAD CASE 1) +(LOAD
2: LOAD CASE 2) +1.4 (LOAD 3: LOAD CASE 3 EQ-X) |
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5 |
1.2 (LOAD 1: LOAD CASE 1) +(LOAD
2: LOAD CASE 2) -1.4 (LOAD 3: LOAD CASE 3 EQ-X) |
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6 |
1.2 (LOAD 1: LOAD CASE 1) +(LOAD
2: LOAD CASE 2) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
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7 |
1.2 (LOAD 1: LOAD CASE 1) +(LOAD
2: LOAD CASE 2) -1.4 (LOAD 4: LOAD CASE 4 EQ-Y) |
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8 |
0.9 (LOAD 1: LOAD CASE 1) +1.4
(LOAD 3: LOAD CASE 3 EQ-X) |
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9 |
0.9 (LOAD 1: LOAD CASE 1) -1.4
(LOAD 3: LOAD CASE 3 EQ-X) |
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10 |
0.9 (LOAD 1: LOAD CASE 1) +1.4
(LOAD 4: LOAD CASE 4 EQ-Y) |
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11 |
0.9 (LOAD 1: LOAD CASE 1) -1.4
(LOAD 4: LOAD CASE 4 EQ-Y) |
Code References: |
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ACI 318M-2014 |
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Sr.No |
Element |
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 |
General Data: |
Column No. |
: |
C22 |
|
Joint at Level |
: |
4.2 m |
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Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for
Beam |
Concrete Grade,fck |
= |
C25 |
N/sqmm |
Steel Grade,fy |
= |
Fy420 |
N/sqmm |
Beam Size |
Beam angle w.r.t. column Ly |
Torsion moment |
Moment Capacity for Top Reinforcement |
Moment Capacity for Bottom Reinforcement |
Resultant Moment |
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Mu |
Ast Req |
Ast Pro |
Mu Cap |
Mu |
Ast Req |
Ast Pro |
Mu Cap |
Top @ D |
Top @ B |
Bot @ D |
Bot @ B |
450 x 800 |
0 |
0 |
264.81 |
1117.5 |
1140.12 |
310.28 |
123.7 |
957.86 |
1013.44 |
277.05 |
310.28 |
0 |
277.05 |
0 |
500 x 800 |
90 |
0.05 |
216.68 |
1064.29 |
1140.12 |
311.36 |
75.74 |
1064.29 |
1140.12 |
311.56 |
0 |
311.36 |
0 |
311.56 |
300 x 900 |
180 |
0.17 |
153.03 |
724.29 |
760.08 |
235.58 |
79.26 |
724.29 |
760.08 |
235.74 |
235.58 |
0 |
235.74 |
0 |
400 x 600 |
270 |
0.21 |
98.69 |
651.64 |
886.76 |
175.34 |
20.23 |
622.86 |
633.4 |
126.82 |
0 |
175.34 |
0 |
126.82 |
Effective Moment for Beam |
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Check for Column Flexural Capacity |
Load Combination |
Top Column |
Bottom Column |
Joint Flexure Check Along D |
Joint Flexure Check Along B |
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Pu |
Pu |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
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4 |
2996.21 |
3163.42 |
1401.32 |
1355.63 |
2756.95 |
5.05 |
918.12 |
881.76 |
1799.88 |
3.7 |
5 |
3055.62 |
3248.36 |
1385.47 |
1330.77 |
2716.24 |
4.97 |
908.99 |
865.77 |
1774.76 |
3.65 |
6 |
3060.99 |
3256.51 |
1384.01 |
1328.38 |
2712.39 |
4.97 |
908.16 |
864.47 |
1772.63 |
3.64 |
7 |
2990.84 |
3155.27 |
1402.71 |
1358.02 |
2760.72 |
5.06 |
918.95 |
884.47 |
1803.42 |
3.7 |
8 |
1723.04 |
1847.06 |
1318.93 |
1346.81 |
2665.75 |
4.88 |
879.05 |
899.17 |
1778.23 |
3.65 |
9 |
1782.46 |
1932 |
1332.29 |
1365.91 |
2698.2 |
4.94 |
888.69 |
912.95 |
1801.64 |
3.7 |
10 |
1787.83 |
1940.15 |
1333.5 |
1367.74 |
2701.24 |
4.95 |
889.56 |
914.27 |
1803.84 |
3.7 |
11 |
1717.67 |
1838.91 |
1317.73 |
1344.98 |
2662.71 |
4.88 |
878.18 |
897.85 |
1776.03 |
3.65 |
General Data: |
Column No. |
: |
C22 |
|
Joint at Level |
: |
7.858 m |
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Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for
Beam |
Concrete Grade,fck |
= |
C25 |
N/sqmm |
Steel Grade,fy |
= |
Fy420 |
N/sqmm |
Beam Size |
Beam angle w.r.t. column Ly |
Torsion moment |
Moment Capacity for Top Reinforcement |
Moment Capacity for Bottom Reinforcement |
Resultant Moment |
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Mu |
Ast Req |
Ast Pro |
Mu Cap |
Mu |
Ast Req |
Ast Pro |
Mu Cap |
Top @ D |
Top @ B |
Bot @ D |
Bot @ B |
450 x 800 |
0 |
0 |
563.83 |
2136.73 |
2292.16 |
601.88 |
0 |
1068.37 |
1140.12 |
310.51 |
601.88 |
0 |
310.51 |
0 |
500 x 800 |
90 |
0.61 |
647.81 |
2461.06 |
2578.68 |
676.5 |
0 |
1230.53 |
1266.8 |
345.01 |
0 |
676.5 |
0 |
345.01 |
300 x 900 |
180 |
0.27 |
483.03 |
1613.77 |
1719.12 |
512.3 |
0 |
806.89 |
886.76 |
273.66 |
512.3 |
0 |
273.66 |
0 |
400 x 600 |
270 |
0.28 |
567.85 |
3229.13 |
3546.97 |
613.22 |
0 |
1614.56 |
1626.2 |
310.84 |
0 |
613.22 |
0 |
310.84 |
Effective Moment for Beam |
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|
Check for Column Flexural Capacity |
Load Combination |
Top Column |
Bottom Column |
Joint Flexure Check Along D |
Joint Flexure Check Along B |
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Pu |
Pu |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
|
4 |
1946.94 |
2936.93 |
1369.27 |
1416.64 |
2785.91 |
3.18 |
915.38 |
931.15 |
1846.52 |
1.87 |
5 |
1978.36 |
2996.35 |
1376.33 |
1401.28 |
2777.61 |
3.17 |
920.47 |
918.1 |
1838.57 |
1.86 |
6 |
1981.62 |
3001.71 |
1377.06 |
1399.89 |
2776.96 |
3.17 |
921 |
917.27 |
1838.28 |
1.86 |
7 |
1943.68 |
2931.56 |
1368.53 |
1418.03 |
2786.56 |
3.18 |
914.85 |
932.72 |
1847.57 |
1.87 |
8 |
1158.05 |
1678.59 |
1180.82 |
1308.94 |
2489.76 |
2.84 |
777.98 |
871.84 |
1649.82 |
1.67 |
9 |
1189.47 |
1738 |
1188.98 |
1322.3 |
2511.27 |
2.87 |
783.81 |
881.48 |
1665.29 |
1.69 |
10 |
1192.73 |
1743.37 |
1189.82 |
1323.5 |
2513.33 |
2.87 |
784.41 |
882.35 |
1666.76 |
1.69 |
11 |
1154.8 |
1673.22 |
1179.97 |
1307.73 |
2487.71 |
2.84 |
777.38 |
870.97 |
1648.35 |
1.67 |
General Data: |
Column No. |
: |
C22 |
|
Joint at Level |
: |
12.058 m |
|
Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for
Beam |
Concrete Grade,fck |
= |
C25 |
N/sqmm |
Steel Grade,fy |
= |
Fy420 |
N/sqmm |
Beam Size |
Beam angle w.r.t. column Ly |
Torsion moment |
Moment Capacity for Top Reinforcement |
Moment Capacity for Bottom Reinforcement |
Resultant Moment |
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|
Mu |
Ast Req |
Ast Pro |
Mu Cap |
Mu |
Ast Req |
Ast Pro |
Mu Cap |
Top @ D |
Top @ B |
Bot @ D |
Bot @ B |
450 x 800 |
0 |
0 |
526.57 |
1986.13 |
2005.64 |
531.42 |
0 |
993.07 |
1013.44 |
277.05 |
531.42 |
0 |
277.05 |
0 |
500 x 800 |
90 |
0.69 |
622.63 |
2358.55 |
2382.72 |
628.58 |
0 |
1179.28 |
1266.8 |
345.01 |
0 |
628.58 |
0 |
345.01 |
300 x 900 |
180 |
0.48 |
464.11 |
1546.22 |
1588.48 |
475.96 |
0 |
773.11 |
886.76 |
273.66 |
475.96 |
0 |
273.66 |
0 |
400 x 600 |
270 |
0.46 |
562.24 |
3190.69 |
3546.97 |
613.22 |
0 |
1595.34 |
1626.2 |
310.84 |
0 |
613.22 |
0 |
310.84 |
Effective Moment for Beam |
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|
Check for Column Flexural Capacity |
Load Combination |
Top Column |
Bottom Column |
Joint Flexure Check Along D |
Joint Flexure Check Along B |
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Pu |
Pu |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
|
4 |
893.72 |
1878.87 |
1609.89 |
1353.97 |
2963.86 |
3.68 |
1055.88 |
904.33 |
1960.22 |
2.05 |
5 |
901.66 |
1910.29 |
1611.92 |
1361.03 |
2972.95 |
3.69 |
1057.35 |
909.43 |
1966.78 |
2.05 |
6 |
903.14 |
1913.55 |
1612.3 |
1361.76 |
2974.06 |
3.69 |
1057.62 |
909.96 |
1967.58 |
2.05 |
7 |
892.24 |
1875.62 |
1609.51 |
1353.23 |
2962.75 |
3.68 |
1055.61 |
903.81 |
1959.41 |
2.04 |
8 |
588.49 |
1107 |
1531.96 |
1167.56 |
2699.53 |
3.35 |
999.62 |
768.51 |
1768.14 |
1.85 |
9 |
596.42 |
1138.42 |
1533.99 |
1175.72 |
2709.71 |
3.37 |
1001.08 |
774.34 |
1775.42 |
1.85 |
10 |
597.91 |
1141.68 |
1534.37 |
1176.57 |
2710.94 |
3.37 |
1001.36 |
774.94 |
1776.3 |
1.85 |
11 |
587 |
1103.74 |
1531.58 |
1166.72 |
2698.3 |
3.35 |
999.35 |
767.91 |
1767.26 |
1.84 |
General Data: |
Column No. |
: |
C22 |
|
Joint at Level |
: |
16.258 m |
|
Check At Beam-Column Joints: |
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1. Flexure Strength Of Joint: |
Moment Capacity Calculations for
Beam |
Concrete Grade,fck |
= |
C25 |
N/sqmm |
Steel Grade,fy |
= |
Fy420 |
N/sqmm |
Beam Size |
Beam angle w.r.t. column Ly |
Torsion moment |
Moment Capacity for Top Reinforcement |
Moment Capacity for Bottom Reinforcement |
Resultant Moment |
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|
Mu |
Ast Req |
Ast Pro |
Mu Cap |
Mu |
Ast Req |
Ast Pro |
Mu Cap |
Top @ D |
Top @ B |
Bot @ D |
Bot @ B |
450 x 800 |
0 |
0 |
390.1 |
1446.98 |
1499.52 |
403.61 |
0 |
957.86 |
1013.44 |
277.05 |
403.61 |
0 |
277.05 |
0 |
500 x 800 |
90 |
1.09 |
469.66 |
1748.92 |
1824.76 |
488.99 |
0 |
1064.29 |
1140.12 |
311.56 |
0 |
488.99 |
0 |
311.56 |
300 x 900 |
180 |
0.67 |
368.19 |
1209.77 |
1300.96 |
394.47 |
0 |
724.29 |
760.08 |
235.74 |
394.47 |
0 |
235.74 |
0 |
400 x 600 |
270 |
0.37 |
429.38 |
2330.48 |
2406.88 |
441.74 |
0 |
1165.24 |
1266.8 |
246.3 |
0 |
441.74 |
0 |
246.3 |
Effective Moment for Beam |
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|
Check for Column Flexural Capacity |
Load Combination |
Top Column |
Bottom Column |
Joint Flexure Check Along D |
Joint Flexure Check Along B |
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Pu |
Pu |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
Mnc Top |
Mnc Bottom |
Mnc Total |
Design Check |
|
4 |
- |
825.65 |
- |
1592.51 |
1592.51 |
2.37 |
- |
1043.34 |
1043.34 |
1.39 |
5 |
- |
833.59 |
- |
1594.54 |
1594.54 |
2.37 |
- |
1044.8 |
1044.8 |
1.39 |
6 |
- |
835.07 |
- |
1594.92 |
1594.92 |
2.38 |
- |
1045.07 |
1045.07 |
1.39 |
7 |
- |
824.17 |
- |
1592.13 |
1592.13 |
2.37 |
- |
1043.06 |
1043.06 |
1.38 |
8 |
- |
537.44 |
- |
1518.93 |
1518.93 |
2.26 |
- |
990.21 |
990.21 |
1.31 |
9 |
- |
545.37 |
- |
1520.95 |
1520.95 |
2.26 |
- |
991.67 |
991.67 |
1.32 |
10 |
- |
546.86 |
- |
1521.33 |
1521.33 |
2.27 |
- |
991.95 |
991.95 |
1.32 |
11 |
- |
535.95 |
- |
1518.55 |
1518.55 |
2.26 |
- |
989.94 |
989.94 |
1.31 |