COLUMN BEAM JOINT CHECKS

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Definitions Of Terms:

All forces in units 'kN' and 'mm'

All reinforcement details like area, spacing in 'mm'

Neutral axis angle for resultant design moment is with respect to local major axis.

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:

ACI 318M-2014

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

 

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

 

Check At Beam-Column Joints:

 

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


(mm)


(deg)


(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Top @ D
(kNm)

Top @ B
(kNm)

Bot @ D
(kNm)

Bot @ B
(kNm)

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

Along D

Along B

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

 


Check for Column Flexural Capacity

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

 

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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vuy
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

1900.2

997.6

546.01

451.59

600

900

540000

4590

OK

Left Top + Right Bottom

1773.52

931.1

546.01

385.08

600

900

540000

4590

OK




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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vux
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

1773.52

931.1

486.9

444.2

900

600

540000

4590

OK

Left Top + Right Bottom

2026.88

1064.11

486.9

577.21

900

600

540000

4590

OK


 
 

 

General Data:

 

Column No.

:

C22

Joint at Level

:

7.858 m

 

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

 

Check At Beam-Column Joints:

 

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


(mm)


(deg)


(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Top @ D
(kNm)

Top @ B
(kNm)

Bot @ D
(kNm)

Bot @ B
(kNm)

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

Along D

Along B

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

 


Check for Column Flexural Capacity

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

 

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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vuy
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

3178.92

1668.93

875.54

793.4

600

900

540000

4590

OK

Left Top + Right Bottom

2859.24

1501.1

875.54

625.56

600

900

540000

4590

OK




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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vux
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

4204.88

2207.56

987.34

1220.22

900

600

540000

4590

OK

Left Top + Right Bottom

4813.77

2527.23

987.34

1539.89

900

600

540000

4590

OK


 
 

 

General Data:

 

Column No.

:

C22

Joint at Level

:

12.058 m

 

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

 

Check At Beam-Column Joints:

 

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


(mm)


(deg)


(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Top @ D
(kNm)

Top @ B
(kNm)

Bot @ D
(kNm)

Bot @ B
(kNm)

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

Along D

Along B

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

 


Check for Column Flexural Capacity

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

 

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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vuy
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

2892.4

1518.51

805.07

713.44

600

900

540000

4590

OK

Left Top + Right Bottom

2601.92

1366.01

805.07

560.94

600

900

540000

4590

OK




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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vux
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

4008.92

2104.68

958.23

1146.46

900

600

540000

4590

OK

Left Top + Right Bottom

4813.77

2527.23

958.23

1569

900

600

540000

4590

OK


 
 

 

General Data:

 

Column No.

:

C22

Joint at Level

:

16.258 m

 

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

-

 

Check At Beam-Column Joints:

 

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


(mm)


(deg)


(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Mu
(kNm)

Ast Req
(sqmm)

Ast Pro
(sqmm)

Mu Cap
(kNm)

Top @ D
(kNm)

Top @ B
(kNm)

Bot @ D
(kNm)

Bot @ B
(kNm)

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

Along D

Along B

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

 


Check for Column Flexural Capacity

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

 

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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vuy
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

2259.6

1186.29

671.51

514.78

600

900

540000

4590

OK

Left Top + Right Bottom

2314.4

1215.06

671.51

543.55

600

900

540000

4590

OK




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

 

Shear Checks

 

Conditions

AST-Total
(sqmm)

V-Reinf
(kN)

Vux
(kN)

Vj (Shear Demand)
(kN)

B'
(mm)

D'
(mm)

Aj
(sqmm)

Vn'
(kN)

Vj < Vn'

Right Top + Left Bottom

3091.56

1623.07

753.3

869.76

900

600

540000

4590

OK

Left Top + Right Bottom

3547

1862.18

753.3

1108.87

900

600

540000

4590

OK