COLUMN BEAM JOINT CHECKS
Project Name : Unassigned
Client Name : Unassigned
Engineer Name : Unassigned
Design File : D:\Bentley\000 RCDC\11.6.0\975248_ACI sway calculation - enhancement\Testing\Case-1 and 2.rcdx
Analysis File : D:\Bentley\000 RCDC\11.6.0\975248_ACI sway calculation - enhancement\RCDC-Staad-Demo -with RCC wall-02_R0.std
Analysis Last Modified : 12/7/2022 11:49:03 AM


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 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 - 11
Sr.No Element Clause / table
1 Minimum Flexural Strength of Columns : 21.6.2.2
2 Shear Check at Column Joint : 21.7.4.1
3 Shear Strength of Column : 21.3.3 & 21.5.4
 
 


General Data:
Column No. : C2
Joint at Level : 4.2 m
Design Code : ACI 318M - 11

Column Below Column Above
Member Number 101 111
Concrete Grade (fck) (Cylindrical) C25 C25
Steel Grade (fyk) Fy420 Fy420
Column Size (mm) 700 X 700 700 X 700
 
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 Moment Capacity for Top Reinforcement Moment Capacity for Bottom Reinforcement Resultant Moment

(mm)
(deg)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Top @ D
(kNm)		 Top @ B
(kNm)		 Bot @ D
(kNm)		 Bot @ B
(kNm)
400 x 800 0 465.78 0 1756.28 1787.04 473.42 23.64 0 878.14 886.76 242.53 473.42 0 242.53 0
400 x 800 180 512.21 0 1944.22 1985.6 522.35 16.85 0 972.11 1013.44 276.01 522.35 0 276.01 0
450 x 800 270 539.32 0 2037.51 2292.16 601.88 423.82 0 1578.44 1626.2 436.47 0 601.88 0 436.47


Effective Moment for Beam
Along D Along B
Left Right Left Right
Top (kNm) 522.35 473.42 601.88 -
Bottom (kNm) 276.01 242.53 436.47 -
Mnb (kNm) MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) MAX((Left Top + Right Bottom), (Right Top + Left Bottom))
764.88 601.88
 
Check for Column Flexural Capacity
Along D Along B
Critical Load Combination Top [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y) [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Top (kN) 4969.66 4969.66
      Mnc Top (kNm) 787.86 787.86
Critical Load Combination Bot [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y) [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Bot (kN) 5979.23 5979.23
      Mnc Bottom (kNm) 545.78 545.78
Mnc (kNm) 1333.64 1333.64
>= 1.2 x Mnb, Hence OK >= 1.2 x Mnb, Hence OK
 
2. Shear Strength of Joint:
Φ = 0.85

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 400 800 1787.04 886.76
180 Left 400 800 1985.6 1013.44
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vuy
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 2800.48 1470.25 764.88 705.37 700 700 490000 2499 OK
Left Top + Right Bottom 2872.36 1507.99 764.88 743.11 700 700 490000 2499 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)
270 Left 450 800 2292.16 1626.2
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vux
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 1626.2 853.76 601.88 251.87 700 700 490000 2499 OK
Left Top + Right Bottom 2292.16 1203.38 601.88 601.5 700 700 490000 2499 OK


 
 


General Data:
Column No. : C2
Joint at Level : 7.858 m
Design Code : ACI 318M - 11

Column Below Column Above
Member Number 111 121
Concrete Grade (fck) (Cylindrical) C25 C25
Steel Grade (fyk) Fy420 Fy420
Column Size (mm) 700 X 700 700 X 700
 
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 Moment Capacity for Top Reinforcement Moment Capacity for Bottom Reinforcement Resultant Moment

(mm)
(deg)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Top @ D
(kNm)		 Top @ B
(kNm)		 Bot @ D
(kNm)		 Bot @ B
(kNm)
400 x 800 0 814.74 0 3241.62 3546.97 881.37 0 0 1620.81 1626.2 433.78 881.37 0 433.78 0
400 x 800 180 868.55 0 3487.6 3546.97 881.37 0 0 1743.8 1787.04 474.06 881.37 0 474.06 0
450 x 800 270 698.41 0 2693.99 2821.08 728.38 349.27 0 1346.99 1372.84 371.29 0 728.38 0 371.29


Effective Moment for Beam
Along D Along B
Left Right Left Right
Top (kNm) 881.37 881.37 728.38 -
Bottom (kNm) 474.06 433.78 371.29 -
Mnb (kNm) MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) MAX((Left Top + Right Bottom), (Right Top + Left Bottom))
1355.43 728.38
 
Check for Column Flexural Capacity
Along D Along B
Critical Load Combination Top [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y) [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Top (kN) 3180.2 3180.2
      Mnc Top (kNm) 956.49 956.49
Critical Load Combination Bot [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y) [7] : 4 (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -1.01 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Bot (kN) 4790.37 4790.37
      Mnc Bottom (kNm) 809.31 809.31
Mnc (kNm) 1765.81 1765.81
>= 1.2 x Mnb, Hence OK >= 1.2 x Mnb, Hence OK
 
2. Shear Strength of Joint:
Φ = 0.85

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 400 800 3546.97 1626.2
180 Left 400 800 3546.97 1787.04
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vuy
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 5334.01 2800.36 1355.43 1444.93 700 700 490000 2499 OK
Left Top + Right Bottom 5173.17 2715.91 1355.43 1360.49 700 700 490000 2499 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)
270 Left 450 800 2821.08 1372.84
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vux
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 1372.84 720.74 728.38 -7.64 700 700 490000 2499 OK
Left Top + Right Bottom 2821.08 1481.07 728.38 752.69 700 700 490000 2499 OK


 
 


General Data:
Column No. : C2
Joint at Level : 12.058 m
Design Code : ACI 318M - 11

Column Below Column Above
Member Number 121 131
Concrete Grade (fck) (Cylindrical) C25 C25
Steel Grade (fyk) Fy420 Fy420
Column Size (mm) 700 X 700 700 X 700
 
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 Moment Capacity for Top Reinforcement Moment Capacity for Bottom Reinforcement Resultant Moment

(mm)
(deg)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Top @ D
(kNm)		 Top @ B
(kNm)		 Bot @ D
(kNm)		 Bot @ B
(kNm)
400 x 800 0 818.11 0 3256.87 3546.97 881.37 0 0 1628.44 1787.04 474.06 881.37 0 474.06 0
400 x 800 180 846.99 0 3388.4 3546.97 881.37 0 0 1694.2 1787.04 474.06 881.37 0 474.06 0
450 x 800 270 688.18 0 2650.86 2821.08 728.38 208.1 0 1325.43 1372.84 371.29 0 728.38 0 371.29


Effective Moment for Beam
Along D Along B
Left Right Left Right
Top (kNm) 881.37 881.37 728.38 -
Bottom (kNm) 474.06 474.06 371.29 -
Mnb (kNm) MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) MAX((Left Top + Right Bottom), (Right Top + Left Bottom))
1355.43 728.38
 
Check for Column Flexural Capacity
Along D Along B
Critical Load Combination Top [25] : 0.9 (LOAD 1: LOAD CASE 1) -0.42 (LOAD 3: LOAD CASE 3 EQ-X) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y) [25] : 0.9 (LOAD 1: LOAD CASE 1) -0.42 (LOAD 3: LOAD CASE 3 EQ-X) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Top (kN) 254.4 254.4
      Mnc Top (kNm) 1291.38 1291.38
Critical Load Combination Bot [25] : 0.9 (LOAD 1: LOAD CASE 1) -0.42 (LOAD 3: LOAD CASE 3 EQ-X) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y) [25] : 0.9 (LOAD 1: LOAD CASE 1) -0.42 (LOAD 3: LOAD CASE 3 EQ-X) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Bot (kN) 479.33 479.33
      Mnc Bottom (kNm) 855.96 855.96
Mnc (kNm) 2147.33 2147.33
>= 1.2 x Mnb, Hence OK >= 1.2 x Mnb, Hence OK
 
2. Shear Strength of Joint:
Φ = 0.85

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 400 800 3546.97 1787.04
180 Left 400 800 3546.97 1787.04
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vuy
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 5334.01 2800.36 1355.43 1444.93 700 700 490000 2499 OK
Left Top + Right Bottom 5334.01 2800.36 1355.43 1444.93 700 700 490000 2499 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)
270 Left 450 800 2821.08 1372.84
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vux
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 1372.84 720.74 728.38 -7.64 700 700 490000 2499 OK
Left Top + Right Bottom 2821.08 1481.07 728.38 752.69 700 700 490000 2499 OK


 
 


General Data:
Column No. : C2
Joint at Level : 16.258 m
Design Code : ACI 318M - 11

Column Below Column Above
Member Number 131 -
Concrete Grade (fck) (Cylindrical) C25 -
Steel Grade (fyk) Fy420 -
Column Size (mm) 700 X 700 -
 
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 Moment Capacity for Top Reinforcement Moment Capacity for Bottom Reinforcement Resultant Moment

(mm)
(deg)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Mu
(kNm)		 Tu
(kNm)		 Ast Req
(sqmm)		 Ast Pro
(sqmm)		 Mu Cap
(kNm)		 Top @ D
(kNm)		 Top @ B
(kNm)		 Bot @ D
(kNm)		 Bot @ B
(kNm)
400 x 800 0 601.53 0 2313.56 2406.88 623.7 0 0 1156.78 1266.8 342.07 623.7 0 342.07 0
400 x 800 180 634.42 0 2452.25 2533.56 653.53 0 0 1226.12 1266.8 342.07 653.53 0 342.07 0
450 x 800 270 385.89 0 1430.62 1499.52 403.61 65.91 0 957.86 1013.44 277.05 0 403.61 0 277.05


Effective Moment for Beam
Along D Along B
Left Right Left Right
Top (kNm) 653.53 623.7 403.61 -
Bottom (kNm) 342.07 342.07 277.05 -
Mnb (kNm) MAX((Left Bottom + Right Top), (Left Top + Right Bottom)) MAX((Left Top + Right Bottom), (Right Top + Left Bottom))
995.6 403.61
 
Check for Column Flexural Capacity
Along D Along B
Critical Load Combination Top - -
      Pu Top (kN) - -
      Mnc Top (kNm) - -
Critical Load Combination Bot [25] : 0.9 (LOAD 1: LOAD CASE 1) -0.42 (LOAD 3: LOAD CASE 3 EQ-X) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y) [25] : 0.9 (LOAD 1: LOAD CASE 1) -0.42 (LOAD 3: LOAD CASE 3 EQ-X) +1.4 (LOAD 4: LOAD CASE 4 EQ-Y)
      Pu Bot (kN) 208.08 208.08
      Mnc Bottom (kNm) 1281.24 1281.24
Mnc (kNm) 1281.24 1281.24
>= 1.2 x Mnb, Hence OK >= 1.2 x Mnb, Hence OK
 
2. Shear Strength of Joint:
Φ = 0.85

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 400 800 2406.88 1266.8
180 Left 400 800 2533.56 1266.8
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vuy
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 3673.68 1928.68 995.6 933.08 700 700 490000 2499 OK
Left Top + Right Bottom 3800.36 1995.19 995.6 999.58 700 700 490000 2499 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)
270 Left 450 800 1499.52 1013.44
Shear Checks
Conditions AST-Total
(sqmm)		 V-Reinf
(kN)		 Vux
(kN)		 Vj (Shear Demand)
(kN)		 B'
(mm)		 D'
(mm)		 Aj
(sqmm)		 ΦVn'
(kN)		 Vj < ΦVn'
Right Top + Left Bottom 1013.44 532.06 403.61 128.44 700 700 490000 2499 OK
Left Top + Right Bottom 1499.52 787.25 403.61 383.63 700 700 490000 2499 OK