COLUMN BEAM JOINT CHECKS
Project Name : Sample
Client Name : Sample
Engineer Name : Sample
Design File : D:\Bentley\Common data\Bentley Communities\ACI\Joint check_Validation sheet\staad file\RCDC-Staad-Demo -with RCC wall-Column-1.rcdx
Analysis File : D:\Bentley\Common data\Bentley Communities\ACI\Joint check_Validation sheet\staad file\RCDC-Staad-Demo -with RCC wall.std
Analysis Last Modified : 12/13/2020 4:22:17 PM


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