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Column Design Calculations

This document defines terms related to column design calculations and references relevant clauses from the ACI 318M-2011 code. It lists 75 terms used in column and wall design calculations, such as neutral axis angle, moment magnification factor, shear strength, reinforcement details, modulus of elasticity values, and load ratios. It also lists 9 elements of the ACI 318M-2011 code that are specifically referenced for requirements on minimum reinforcement, maximum reinforcement, and shear strength.

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Arnold Verceles

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0% found this document useful (0 votes)

156 views198 pages

Column Design Calculations

Uploaded by

Arnold Verceles

We take content rights seriously. If you suspect this is your content, claim it here.

Available Formats

Download as DOC, PDF, TXT or read online on Scribd

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COLUMN DESIGN CALCULATIONS

Definitions Of Terms:
All forces in units kN and m
All reinforcement details like area, spacing in mm
Neutral axis angle for resultant design moment is with respect to local major axis.

Ratio to account for reduction of stiffness of columns

1 βdns =
due to sustained axial loads
Moment magnification factor for frames not braced
2 δns =
against sidesway
First-order relative deflection between the top and
3 Δo =
bottom of the story due to Vu in mm
Total factored vertical load in the story corresponding
4 ∑Pu = to the lateral loading case for which ∑Pu is greatest,
kN (Clause 10.10.5)
5 δu = Design displacement in mm
Modification factor reflecting the reduced mechanical
6 λ =
properties of lightweight concrete
7 Φ = Strength reduction factor
Coefficient defining the relative contribution of
8 ac =
concrete strength to nominal wall shear strength
Cross-sectional area of a structural member measured
9 Ach = to the outside edges of transverse reinforcement in
sqmm
Gross area of concrete section bounded by web
10 Acv = thickness and length of section in the direction of
shear force considered in sqmm
Effective cross-sectional area within a joint in a plane
11 Aj = parallel to plane of reinforcement generating shear in
the joint in sqmm
Area of non-prestressed longitudinal tension
12 As =
reinforcement in sqmm
Minimum area of shear reinforcement within spacing
13 Avmin =
's' in sqmm
14 B = Width of column/ wall in mm
15 B' = width of beam along B / column width in mm
Cross-sectional dimension of member core measured
16 bc = to the outside edges of the transverse reinforcement
composing area Ash in mm
Distance from extreme compression fiber to neutral
17 c =
axis in mm
18 Cc = Clear cover of reinforcement in mm
Factor relating actual moment diagram to an
19 Cm =
equivalent uniform moment diagram
20 D = Depth / diameter of column in mm
21 D' =
Distance from extreme compression fiber to centroid
22 d =
of longitudinal tension reinforcement in mm
Distance from extreme compression fiber to centroid
23 d' =
of longitudinal compression reinforcement,mm
24 Ec = Modulus of elasticity of concrete in N/sqmm
25 EI = Flexural stiffness of compression member in N-sqmm
26 f'c = Specified strength of concrete cylinder in N/sqmm
27 fy = Specified yield strength of reinforcement in N/sqmm
Specified yield strength fy of transverse
28 fyt =
reinforcement in N/sqmm
Height of entire wall from base to top, or clear height
29 hw =
of wall segment or wall pier considered in mm
30 k = Effective length factor for compression member
31 lc = Length of compression member in a frame in mm
Moment of inertia of gross concrete section about
32 lg =
centroidal axis neglecting reinforcement in mm4
33 lw = Length of entire wall in mm
Un-supported length for compression member along
34 lux =
D in mm
Un-supported length for compression member along
35 luy =
B in mm
Moment capacity of section for NA angle at design Pu
36 MCap =
in kNm
Resultant design moment at angle to local major axis
37 MRes =
in kNm
Factored moment amplified for the effects of member
38 Mc = curvature used for design of compression member in
kNm
Factored moment modified to account for effect of
39 mm =
axial compression in kNm
Factored moment at section along D in kNm (From
40 Mux =
Analysis)
Factored moment at section along B in kNm (From
41 Muy =
Analysis)
Smaller factored end moment on a compression
42 M1 =
member in kNm
Factored end moment on a compression member at
43 M1ns = the end at which M1 acts, due to loads that cause no
appreciable sidesway in kNm
Factored end moment on compression member at the
44 M1s = end at which M1 acts, due to loads that cause
appreciable sidesway in kNm
Smaller factored end moment on a compression
45 M1sldr = member due to slenderness effect in kNm
Larger factored end moment on compression member
46 M2 =
in kNm
47 M2min = Minimum value of M2
Factored end moment on compression member at the
48 M2ns = end at which M2 acts, due to loads that cause no
appreciable sidesway in kNm
Factored end moment on compression member at the
49 M2s = end at which M2 acts, due to loads that cause
appreciable sidesway in kNm
Largest factored end moment on a compression
50 M2sldr =
member due to slenderness effect in kNm
51 Mnb = Flexure Capacity for Beam
52 Mnc = Flexure Capacity for Column
53 Mnty = Flexure strength at top along column depth, kNm
54 Mnby = Flexure strength at bottom along column depth, kNm
55 Mntx = Flexure strength at top along column width, kNm
56 Mnbx = Flexure strength at bottom along column width, kNm
Factored axial force normal to cross section occurring
57 Nu =
simultaneously with Vu in kN
58 Pc = Critical buckling load in kN
Ratio of area of distributed transverse reinforcement
59 pt = to gross concrete area perpendicular to that
reinforcement
60 Pω = Ratio of As to B x d
61 Q = Stability index for storey
Radius of gyration of cross section of a compression
62 r =
member in mm
63 Vc = Nominal shear strength provided by concrete in kN
64 Vj = Shear Force acting at the joint in kN
65 Vn = Nominal shear strength in kN
66 Vn' = Nominal shear strength in kN
67 Vus = Factored horizontal shear in a storey of section in kN
Factored shear at section along D in kN (From
68 Vux =
Analysis)
Shear induced due to column flexural capacity along
69 Vux1 =
width, kN
Shear due to enhanced earthquake factor along
70 Vux2 =
width, kN
Factored shear at section along B in kN (From
71 Vuy =
Analysis)
Shear induced due to column flexural capacity along
72 Vuy1 =
depth, kN
Shear due to enhanced earthquake factor along depth,
73 Vuy2 =
kN
It is a Neutral Axis angle corresponding to load angle
74 β =
to find out MCap
75 φ = Strength Reduction Factor

Code References:
ACI 318M-2011
Sr.No Element Clause / table
Minimum area of longitudinal reinforcement
1 : 21.6.3
for column
Maximum area of longitudinal
2 : 21.6.3
reinforcement for column
Minimum longitudinal and transverse
3 : 21.9.2.1
reinforcement for wall
4 Minimum diameter of transverse ties : 7.10.5
5 Minimum spacing of transverse ties : 7.10.5
Maximum spacing of longitudinal and
6 : 21.9.2.1
transverse reinforcement for wall
7 Applicability of boundary element : 21.9.6
Area and spacing of special confining
8
: 21.6.4
reinforcement
9 Slenderness Moments : 10.10
Shear Strength provided by concrete for
10
: 11.2
column
11 Design of shear for non-ductile wall : 11.9
12 Design of shear for ductile wall : 21.9.4
13 Minimum Flexural Strength of Columns : 21.6.2.2
14 Shear Check at Column Joint : 21.7.4.1
15 Shear Strength of Column : 21.3.3 & 21.5.4
Sway Calculation (Stability Index)
For Global-X Direction
Level Load Story Gravity Relative Story Shear Stability Sway
Name Height (m) Load P Displacements (kN) Index Condition
(kN) (mm)
B x C / (A x
A B C D
D)
0m to 1m LOAD 1: 1 902.963 0.434 145.003 0.003 Non Sway
EX
1m to 4m LOAD 1: 3 804.531 3.649 141.01 0.007 Non Sway
EX
4m to 7m LOAD 1: 3 206.109 3.137 55.582 0.004 Non Sway
EX

For Global-Y Direction

Level Load Story Gravity Relative Story Shear Stability Sway

Name Height (m) Load P Displacements (kN) Index Condition

(kN) (mm)
B x C / (A x
A B C D
D)
0m to 1m LOAD 2: 1 902.963 0.427 145.003 0.003 Non Sway
EZ
1m to 4m LOAD 2: 3 804.531 3.234 141.01 0.006 Non Sway
EZ
4m to 7m LOAD 2: 3 206.109 2.72 55.582 0.003 Non Sway
EZ

General Data
Column No. : C1
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 1
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 55.67 kN
Muxt = -4.54 kNm
Muyt = 22.13 kNm
Vuxt = -25.01 kN
Vuyt = -0.24 kN
Pub = 58.31 kN
Muxb = -4.78 kNm
Muyb = 47.13 kNm
Vuxb = -25.01 kN
Vuyb = -0.24 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
3600 x 200 x
Top 195.523 No Beam 11.456 - 22.756
300

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -4.54 kNm
M2 = -4.78 kNm
34 - 12 x (M1/M2) = 22.6
5.27 < 22.6, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = 22.13 kNm
M2 = 47.13 kNm
34 - 12 x (M1/M2) = 28.37
5.27 < 28.37, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -4.54 - -4.54
Major Axis Mux (bottom) -4.78 - -4.78
Minor Axis Muy (top) 22.13 - 22.13
Minor Axis Muy (bottom) 47.13 - 47.13

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 58.31 kN
Mux = -4.78 kNm
Muy = 47.13 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 84.21 deg
MRes = 47.37 kNm
( φ ) MCap = 79.89 kNm
Capacity Ratio = MRes/ MCap
= 0.593 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 23.21 -
Bottom - 23.21 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 58.31 kN
Luy = 700 mm
Mnty = 78.94 kNm
Mnby = 78.94 kNm
Vuy1 = 225.56 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 23.21 KN-m
Mnby = 0 KN-m
Vuy2 = 33.16 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 123.43 kN
Muy = 38.83 kNm
Vuy = 18.1974 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 225.56 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 19.58 kNm
Vcy Permissible = 127.84 kN
Vuy > Vcy Permissible

Design for shear along B

Shear from Moment Capacity:
Pu = 58.31 kN
Lux = 700 mm
Mntx = 78.94 kNm
Mnbx = 78.94 kNm
Vux1 = 225.56 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 23.21 KN-m
Mnbx = 0 KN-m
Vux2 = 33.16 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 129.38 kN
Mux = 47.68 kNm
Vux = -26.2786 kN
Design Shear = max(Vux, Vux1, Vux2)
= 225.56 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 27.49 kNm
Vcx Permissible = 123.27 kN
Vux > Vcx Permissible

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 175 --- 75 175 75

General Data
Column No. : C1
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 2
Critical Analysis Load Combination : 22
Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 123.88 kN
Muxt = 5.22 kNm
Muyt = 36.11 kNm
Vuxt = 23.59 kN
Vuyt = -0.96 kN
Pub = 139.72 kN
Muxb = 2.34 kNm
Muyb = -34.63 kNm
Vuxb = 23.59 kN
Vuyb = -0.96 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
3600 x 200 x
Bottom 65.174 No Beam 11.456 - 22.756
300
3600 x 250 x
Top 65.174 No Beam 33.945 - 3.844
400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 200 x
Bottom 65.174 No Beam 10.059 - 25.859
300
4100 x 250 x
Top 65.174 No Beam 29.805 - 4.376
400

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 22.52
M1 = 2.34 kNm
M2 = 5.22 kNm
34 - 12 x (M1/M2) = 28.61
22.52 < 28.61, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = -34.63 kNm
M2 = 36.11 kNm
34 - 12 x (M1/M2) = 45.51
22.52 < 45.51, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 5.22 - 5.22
Major Axis Mux (bottom) 2.34 - 2.34
Minor Axis Muy (top) 36.11 - 36.11
Minor Axis Muy (bottom) -34.63 - -34.63

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 123.88 kN
Mux = 5.22 kNm
Muy = 36.11 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 81.78 deg
MRes = 36.49 kNm
( φ ) MCap = 90.28 kNm
Capacity Ratio = MRes/ MCap
= 0.404 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 49.13 66.38 -
Bottom - 49.13 49.13 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 66.38 kNm
Beams at Level: Bottom Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.1 7.72 239.09 402.12 23.21 4.6 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 270 -0.16 8.6 239.09 402.12 23.21 4.41 239.09 402.12 23.21 0 23.21 0 23.21
300

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 23.21 -
Bottom - 23.21 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 123.88 kN
Luy = 2600 mm
Mnty = 91.73 kNm
Mnby = 91.73 kNm
Vuy1 = 70.56 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 66.38 KN-m
Mnby = 23.21 KN-m
Vuy2 = 34.46 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 139.72 kN
Muy = 2.34 kNm
Vuy = -0.9576 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 70.56 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 19.45 kNm
Vcy Permissible = 209.47 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 123.88 kN
Lux = 2600 mm
Mntx = 91.73 kNm
Mnbx = 91.73 kNm
Vux1 = 70.56 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 49.13 KN-m
Mnbx = 23.21 KN-m
Vux2 = 27.82 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 144.74 kN
Mux = 6.61 kNm
Vux = 6.945 kN
Design Shear = max(Vux, Vux1, Vux2)
= 70.56 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 15.97 kNm
Vcx Permissible = 210.23 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required
Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link = 10 mm
> Max. longitudinal bar dia / 4
= 4 mm
Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 = 256 mm
48 x diameter of links = 480 mm
Provided spacing = 200 mm

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Load Data
Analysis Reference No. = 3
Critical Analysis Load Combination : 22
Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 26.1 kN
Muxt = 5.99 kNm
Muyt = 19.44 kNm
Vuxt = 13.2 kN
Vuyt = -4.73 kN
Pub = 41.94 kN
Muxb = -8.19 kNm
Muyb = -20.16 kNm
Vuxb = 13.2 kN
Vuyb = -4.73 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
3600 x 250 x
Bottom 65.174 No Beam 33.945 - 3.844
400
3600 x 200 x
Top 65.174 No Beam 11.456 - 5.689
300

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 250 x
Bottom 65.174 No Beam 29.805 - 4.376
400
4100 x 200 x
Top 65.174 No Beam 10.059 - 6.465
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis
Check For Stability Index
Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 23.38
M1 = 5.99 kNm
M2 = -8.19 kNm
34 - 12 x (M1/M2) = 42.79
23.38 < 42.79, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = 19.44 kNm
M2 = -20.16 kNm
34 - 12 x (M1/M2) = 45.57
23.38 < 45.57, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 5.99 - 5.99
Major Axis Mux (bottom) -8.19 - -8.19
Minor Axis Muy (top) 19.44 - 19.44
Minor Axis Muy (bottom) -20.16 - -20.16

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))
Final Critical Design Forces
Critical Case - Axial Load & BiAxial Bending
Pu = 41.94 kN
Mux = -8.19 kNm
Muy = -20.16 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 67.89 deg
MRes = 21.76 kNm
( φ ) MCap = 82 kNm
Capacity Ratio = MRes/ MCap
= 0.265 < 1

Beam Capacity At Joint:

Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly

Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.17 13.45 304.35 402.12 23.21 3.08 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 270 -0.2 16.34 329.82 402.12 23.21 1.76 239.09 402.12 23.21 0 23.21 0 23.21
300

Effective Moment for Column

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm
Beams at Level: Bottom Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x
0 -1.96 40.36 582 603.18 49.13 10.91 418.41 603.18 49.13 49.13 0 49.13 0
400
250 x 270 -0.6 47.63 692.81 829.38 66.38 8.14 418.41 603.18 49.13 0 66.38 0 49.13
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 49.13 66.38 -
Bottom - 49.13 49.13 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 49.13 kNm
Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 66.38 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 41.94 kN
Luy = 2700 mm
Mnty = 76.82 kNm
Mnby = 76.82 kNm
Vuy1 = 56.9 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 23.21 KN-m
Mnby = 66.38 KN-m
Vuy2 = 33.18 KN
Critical Analysis Load Combination : 23
Critical Load Combination = [19] : 0.7 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 8.1 kN
Muy = 3.94 kNm
Vuy = 1.45 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 56.9 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.68 kNm
Vcy Permissible = 164.38 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 41.94 kN
Lux = 2700 mm
Mntx = 76.82 kNm
Mnbx = 76.82 kNm
Vux1 = 56.9 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 23.21 KN-m
Mnbx = 49.13 KN-m
Vux2 = 26.79 KN
Critical Analysis Load Combination : 14
Critical Load Combination = [10] : 1.2 (LOAD 3: DL) +1.6 (LOAD 4: kN
LL)
Nu = 6.85 kN
Mux = 3.44 kNm
Vux = 4.0787 kN
Design Shear = max(Vux, Vux1, Vux2)
= 56.9 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.37 kNm
Vcx Permissible = 173.34 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C2
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 4
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 80.12 kN
Muxt = -3.48 kNm
Muyt = 20.8 kNm
Vuxt = -20.68 kN
Vuyt = -1.72 kN
Pub = 82.76 kN
Muxb = -5.2 kNm
Muyb = 41.47 kNm
Vuxb = -20.68 kN
Vuyb = -1.72 kN

Effective Length Calculation

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)
Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -3.48 kNm
M2 = -5.2 kNm
34 - 12 x (M1/M2) = 25.96
5.27 < 25.96, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = 20.8 kNm
M2 = 41.47 kNm
34 - 12 x (M1/M2) = 27.98
5.27 < 27.98, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -3.48 - -3.48
Major Axis Mux (bottom) -5.2 - -5.2
Minor Axis Muy (top) 20.8 - 20.8
Minor Axis Muy (bottom) 41.47 - 41.47

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 82.76 kN
Mux = -5.2 kNm
Muy = 41.47 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 82.86 deg
MRes = 41.8 kNm
( φ ) MCap = 83.89 kNm
Capacity Ratio = MRes/ MCap
= 0.498 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 23.21 -
Bottom 23.21 23.21 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm
Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 82.76 kN
Luy = 700 mm
Mnty = 82.73 kNm
Mnby = 82.73 kNm
Vuy1 = 236.37 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 23.21 KN-m
Mnby = 0 KN-m
Vuy2 = 33.16 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 188.86 kN
Muy = 39.66 kNm
Vuy = 21.1436 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 236.37 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 10.2 kNm
Vcy Permissible = 128.48 kN
Vuy > Vcy Permissible

Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link =
>
=
Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 =
10 mm
Max. longitudinal bar dia / 4
4 mm

256 mm
48 x diameter of links = 480 mm
Provided spacing = 150 mm

Criterion for spacing of Ductile

links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data

Analysis Reference No. = 5

Critical Analysis Load Combination : 22
Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 191.33 kN
Muxt = -8.69 kNm
Muyt = 52.21 kNm
Vuxt = 29.77 kN
Vuyt = 5.87 kN
Pub = 207.17 kN
Muxb = 8.91 kNm
Muyb = -37.07 kNm
Vuxb = 29.77 kN
Vuyb = 5.87 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
2600 x 200 x 3600 x 200 x
Bottom 65.174 15.863 11.456 9.561
300 300
2600 x 250 x 3600 x 250 x
Top 65.174 47.001 33.945 1.612
400 400
Sway Condition (as per Stability Index)
Effective Length Factor along Major Axis

= Non Sway

= 1

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta

Stiffness Beam 1 Beam 2 Beam 1 Beam 2

(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 200 x
Bottom 65.174 No Beam 10.059 - 25.859
300
4100 x 250 x
Top 65.174 No Beam 29.805 - 4.376
400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis
Check For Stability Index
Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 22.52
M1 = -8.69 kNm
M2 = 8.91 kNm
34 - 12 x (M1/M2) = 45.71
22.52 < 45.71, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = -37.07 kNm
M2 = 52.21 kNm
34 - 12 x (M1/M2) = 42.52
22.52 < 42.52, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -8.69 - -8.69
Major Axis Mux (bottom) 8.91 - 8.91
Minor Axis Muy (top) 52.21 - 52.21
Minor Axis Muy (bottom) -37.07 - -37.07

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 80.55 deg
MRes = 52.93 kNm
( φ ) MCap = 100.23 kNm
Capacity Ratio = MRes/ MCap
= 0.528 < 1

Beam Capacity At Joint:

Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
(mm) (deg) (kNm) (kNm) cap (kNm) cap @ D @ B D B
(sqmm) (sqmm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x
0 -0.07 37.47 538.48 603.18 49.13 21.54 418.41 603.18 49.13 49.13 0 49.13 0
400
250 x 180 -1.96 42.4 612.84 829.38 66.38 8.37 418.41 603.18 49.13 66.38 0 49.13 0
400
250 x 270 -0.63 63.81 946.7 1005.3 79.34 0 418.41 603.18 49.13 0 79.34 0 49.13
400
Effective Moment for Column
Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 66.38 49.13 79.34 -
Bottom 49.13 49.13 49.13 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 115.5 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 79.34 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 23.21 -
Bottom 23.21 23.21 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 23.21 kNm
Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 191.33 kN
Luy = 2600 mm
Mnty = 101.5 kNm
Mnby = 101.5 kNm
Vuy1 = 78.08 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 79.34 KN-m
Mnby = 23.21 KN-m
Vuy2 = 39.45 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 207.17 kN
Muy = 8.91 kNm
Vuy = 5.8698 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 78.08 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 23.41 kNm
Vcy Permissible = 219.45 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 191.33 kN
Lux = 2600 mm
Mntx = 101.5 kNm
Mnbx = 101.5 kNm
Vux1 = 78.08 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 115.5 KN-m
Mnbx = 46.43 KN-m
Vux2 = 62.28 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 202.63 kN
Mux = 8.31 kNm
Vux = 9.8976 kN
Design Shear = max(Vux, Vux1, Vux2)
= 78.08 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 23.3 kNm
Vcx Permissible = 218.79 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C2
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 6
Critical Analysis Load Combination : 22
Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 39.21 kN
Muxt = -7.61 kNm
Muyt = 26.34 kNm
Vuxt = 21.58 kN
Vuyt = 5.59 kN
Pub = 55.05 kN
Muxb = 9.15 kNm
Muyb = -38.37 kNm
Vuxb = 21.58 kN
Vuyb = 5.59 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
2600 x 250 x 3600 x 250 x
Bottom 65.174 47.001 33.945 1.612
400 400
2600 x 200 x 3600 x 200 x
Top 65.174 15.863 11.456 2.39
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 250 x
Bottom 65.174 No Beam 29.805 - 4.376
400
4100 x 200 x
Top 65.174 No Beam 10.059 - 6.465
300
Effective Length Factor along Minor axis
Sway Condition (as per Stability
Index)
Check For Stability Index
Along D = Non Sway
Q
= 1

= 0.004
0.004< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)
Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 23.38
M1 = -7.61 kNm
M2 = 9.15 kNm
34 - 12 x (M1/M2) = 43.97
23.38 < 43.97, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = 26.34 kNm
M2 = -38.37 kNm
34 - 12 x (M1/M2) = 42.24
23.38 < 42.24, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -7.61 - -7.61
Major Axis Mux (bottom) 9.15 - 9.15
Minor Axis Muy (top) 26.34 - 26.34
Minor Axis Muy (bottom) -38.37 - -38.37

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 55.05 kN
Mux = 9.15 kNm
Muy = -38.37 kNm
Resultant Moment (Combined Action)
Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 76.58 deg
MRes = 39.45 kNm
( φ ) MCap = 81.4 kNm
Capacity Ratio = MRes/ MCap
= 0.485 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 35.16 -
Bottom 23.21 23.21 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 35.16 kNm
Beams at Level: Bottom Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly

Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x
0 -0.07 37.47 538.48 603.18 49.13 21.54 418.41 603.18 49.13 49.13 0 49.13 0
400
250 x 180 -1.96 42.4 612.84 829.38 66.38 8.37 418.41 603.18 49.13 66.38 0 49.13 0
400
250 x 270 -0.63 63.81 946.7 1005.3 79.34 0 418.41 603.18 49.13 0 79.34 0 49.13
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 66.38 49.13 79.34 -
Bottom 49.13 49.13 49.13 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 115.5 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 79.34 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 55.05 kN
Luy = 2700 mm
Mnty = 78.85 kNm
Mnby = 78.85 kNm
Vuy1 = 58.41 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 35.16 KN-m
Mnby = 79.34 KN-m
Vuy2 = 42.41 KN
Critical Analysis Load Combination : 26
Critical Load Combination = [22] : 0.7 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 20.73 kN
Muy = 5.66 kNm
Vuy = 4.1054 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 59.97 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.43 kNm
Vcy Permissible = 148.12 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 55.05 kN
Lux = 2700 mm
Mntx = 78.85 kNm
Mnbx = 78.85 kNm
Vux1 = 58.41 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 46.43 KN-m
Mnbx = 115.5 KN-m
Vux2 = 59.97 KN
Critical Analysis Load Combination : 14

Critical Load Combination = [10] : 1.2 (LOAD 3: DL) +1.6 (LOAD 4: kN

LL)
Nu = 9.07 kN
Mux = 4.25 kNm
Vux = 5.8637 kN
Design Shear = max(Vux, Vux1, Vux2)
= 58.41 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.83 kNm
Vcx Permissible = 161.51 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of Ductile

links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C3
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data

Analysis Reference No. = 7

Critical Analysis Load Combination : 25
Load Combination = [21] : 0.7 (LOAD 3: DL) -1.25 (LOAD 1: EX)
Critical Location = Bottom Joint
Put = 28.86 kN
Muxt = -19.29 kNm
Muyt = -0.01 kNm
Vuxt = -2.34 kN
Vuyt = -18.82 kN
Pub = 31.5 kN
Muxb = -38.11 kNm
Muyb = 2.33 kNm
Vuxb = -2.34 kN
Vuyb = -18.82 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
800 x 200 x 2600 x 200 x
Top 195.523 51.554 15.863 3.87
300 300
Sway Condition (as per Stability Index)
Effective Length Factor along Major Axis

= Non Sway

= 0.87
alculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
4100 x 200 x
Top 195.523 No Beam 10.059 - 25.859
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis
Check For Stability Index
Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -19.29 kNm
M2 = -38.11 kNm
34 - 12 x (M1/M2) = 27.93
5.27 < 27.93, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = -0.01 kNm
M2 = 2.33 kNm
34 - 12 x (M1/M2) = 34.04
5.27 < 34.04, Column not slender along B
Calculation of Design Moment
Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -19.29 - -19.29
Major Axis Mux (bottom) -38.11 - -38.11
Minor Axis Muy (top) -0.01 - -0.01
Minor Axis Muy (bottom) 2.33 - 2.33

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 31.5 kN
Mux = -38.11 kNm
Muy = 2.33 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 3.5 deg
MRes = 38.18 kNm
( φ ) MCap = 75.58 kNm
Capacity Ratio = MRes/ MCap
= 0.505 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - 23.21 -
Bottom 23.21 - 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm
Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 31.5 kN
Luy = 700 mm
Mnty = 75.2 kNm
Mnby = 75.2 kNm
Vuy1 = 214.87 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 23.21 KN-m
Mnby = 0 KN-m
Vuy2 = 33.16 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 167.73 kN
Muy = 38.36 kNm
Vuy = 16.5293 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 214.87 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 12.2 kNm
Vcy Permissible = 126.96 kN
Vuy > Vcy Permissible
Link For Shear Design Along D are required
Vs = Vu - Vcy
= 87.91 kN
Vcx Permissible = 0.5 x Vcx x 0.65
= 41.26
Area of shear reinforcement required, = 1085.85 mm^2/m
Asv-D
Diameter of column master links = 10
Number of legs provided = 4
Spacing of links prvd, Sv = 175 mm

Design for shear along B

Shear from Moment Capacity:
Pu = 31.5 kN
Lux = 700 mm
Mntx = 75.2 kNm
Mnbx = 75.2 kNm
Vux1 = 214.87 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 23.21 KN-m
Mnbx = 0 KN-m
Vux2 = 33.16 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 102.8 kN
Mux = 38.46 kNm
Vux = -21.0234 kN
Design Shear = max(Vux, Vux1, Vux2)
= 214.87 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 22.43 kNm
Vcx Permissible = 126.89 kN
Vux > Vcx Permissible

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

per ACI
Along D
No of bars along D = 3
S1 = 75 mm
Ag = 160000 sqmm
dc2 = 340 mm
Ach = 115600 sqmm
AshD = 268.27 sqmm
Along B
No of bars along B = 3
S1 = 75 mm
Ag = 160000 sqmm
bc2 = 340 mm
Ach = 115600 sqmm
AshB = 268.27 sqmm
Provided Links = #10@75 c/c
Table For Links
Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 175 --- 75 175 75

General Data
Column No. : C3
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 8
Critical Analysis Load Combination : 22
Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 129.99 kN
Muxt = -9.17 kNm
Muyt = 40.65 kNm
Vuxt = 23.49 kN
Vuyt = 5.98 kN
Pub = 145.83 kN
Muxb = 8.77 kNm
Muyb = -29.8 kNm
Vuxb = 23.49 kN
Vuyb = 5.98 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
800 x 200 x 2600 x 200 x
Bottom 65.174 51.554 15.863 3.87
300 300
800 x 250 x 2600 x 250 x
Top 65.174 152.753 47.001 0.652
400 400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 0.83
Axis

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.83
r = 115.47 mm
Kluy /r = 18.69
M1 = 8.77 kNm
M2 = -9.17 kNm
34 - 12 x (M1/M2) = 45.47
18.69 < 45.47, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = -29.8 kNm
M2 = 40.65 kNm
34 - 12 x (M1/M2) = 42.8
22.52 < 42.8, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -9.17 - -9.17
Major Axis Mux (bottom) 8.77 - 8.77
Minor Axis Muy (top) 40.65 - 40.65
Minor Axis Muy (bottom) -29.8 - -29.8

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 129.99 kN
Mux = -9.17 kNm
Muy = 40.65 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 77.29 deg
MRes = 41.67 kNm
( φ ) MCap = 91.91 kNm
Capacity Ratio = MRes/ MCap
= 0.453 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 49.13 - 66.38 -
Bottom 49.13 - 49.13 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 66.38 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - 23.21 -
Bottom 23.21 - 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 129.99 kN
Luy = 2600 mm
Mnty = 92.61 kNm
Mnby = 92.61 kNm
Vuy1 = 71.24 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 66.38 KN-m
Mnby = 23.21 KN-m
Vuy2 = 34.46 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 145.83 kN
Muy = 8.77 kNm
Vuy = 5.9805 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 71.24 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 13.98 kNm
Vcy Permissible = 210.4 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required
Design for shear along B
hear from Moment Capacity:
Pu = 129.99 kN
Lux = 2600 mm
Mntx = 92.61 kNm
Mnbx = 92.61 kNm
Vux1 = 71.24 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 49.13 KN-m
Mnbx = 23.21 KN-m
Vux2 = 27.82 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 147.82 kN
Mux = 6.72 kNm
Vux = 7.5129 kN
Design Shear = max(Vux, Vux1, Vux2)
= 71.24 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 16.34 kNm
Vcx Permissible = 210.7 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of Ductile

links:
Min. Longitudinal Bar dia x 6 =
10 mm
Max. longitudinal bar dia / 4
4 mm

256 mm
480 mm
200 mm

96 mmB / 4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

General Data
Column No. : C3
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data

Analysis Reference No. = 9

Critical Analysis Load Combination : 22
Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 26.55 kN
Muxt = -6.72 kNm
Muyt = 22.53 kNm
Vuxt = 17 kN
Vuyt = 5.33 kN
Pub = 42.39 kN
Muxb = 9.27 kNm
Muyb = -28.45 kNm
Vuxb = 17 kN
Vuyb = 5.33 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
800 x 250 x 2600 x 250 x
Bottom 65.174 152.753 47.001 0.652
400 400
800 x 200 x 2600 x 200 x
Top 65.174 51.554 15.863 0.967
300 300
Sway Condition (as per Stability Index)
Effective Length Factor along Major Axis

= Non Sway

= 0.74

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 250 x
Bottom 65.174 No Beam 29.805 - 4.376
400
4100 x 200 x
Top 65.174 300 No Beam 10.059 - 6.465
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)
Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.74
r = 115.47 mm
Kluy /r = 17.3
M1 = -6.72 kNm
M2 = 9.27 kNm
34 - 12 x (M1/M2) = 42.71
17.3 < 42.71, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = 22.53 kNm
M2 = -28.45 kNm
34 - 12 x (M1/M2) = 43.5
23.38 < 43.5, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -6.72 - -6.72
Major Axis Mux (bottom) 9.27 - 9.27
Minor Axis Muy (top) 22.53 - 22.53
Minor Axis Muy (bottom) -28.45 - -28.45
Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 42.39 kN
Mux = 9.27 kNm
Muy = -28.45 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 71.96 deg
MRes = 29.92 kNm
( φ ) MCap = 80.96 kNm
Capacity Ratio = MRes/ MCap
= 0.37 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - 35.16 -
Bottom 23.21 - 23.21 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 35.16 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 49.13 - 66.38 -
Bottom 49.13 - 49.13 -
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 66.38 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 42.39 kN
Luy = 2700 mm
Mnty = 76.89 kNm
Mnby = 76.89 kNm
Vuy1 = 56.96 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 35.16 KN-m
Mnby = 66.38 KN-m
Vuy2 = 37.6 KN
Critical Analysis Load Combination : 14
Critical Load Combination = [10] : 1.2 (LOAD 3: DL) +1.6 (LOAD 4: kN
LL)
Nu = 21.07 kN
Muy = 3.54 kNm
Vuy = 1.6505 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 56.96 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.25 kNm
Vcy Permissible = 171.43 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 42.39 kN
Lux = 2700 mm
Mntx = 76.89 kNm
Mnbx = 76.89 kNm
Vux1 = 56.96 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 23.21 KN-m
Mnbx = 49.13 KN-m
Vux2 = 26.79 KN
Critical Analysis Load Combination : 16
Critical Load Combination = [12] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN
LL) +1.25 (LOAD 2: EZ)
Nu = 8.93 kN
Mux = 4.28 kNm
Vux = -0.8222 kN
Design Shear = max(Vux, Vux1, Vux2)
= 56.96 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.89 kNm
Vcx Permissible = 159.59 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

General Data
Column No. : C4
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 10
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 106.44 kN
Muxt = -0.58 kNm
Muyt = 20.92 kNm
Vuxt = -26.7 kN
Vuyt = 1.2 kN
Pub = 109.08 kN
Muxb = 0.62 kNm
Muyb = 47.61 kNm
Vuxb = -26.7 kN
Vuyb = 1.2 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
3600 x 200 x
Top 195.523 No Beam 11.456 - 22.756
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
4100 x 200 x 4100 x 200 x
Top 195.523 10.059 10.059 12.929
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -0.58 kNm
M2 = 0.62 kNm
34 - 12 x (M1/M2) = 45.31
5.27 < 45.31, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = 20.92 kNm
M2 = 47.61 kNm
34 - 12 x (M1/M2) = 28.73
5.27 < 28.73, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -0.58 - -0.58
Major Axis Mux (bottom) 0.62 - 0.62
Minor Axis Muy (top) 20.92 - 20.92
Minor Axis Muy (bottom) 47.61 - 47.61

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 109.08 kN
Mux = 0.62 kNm
Muy = 47.61 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 89.26 deg
MRes = 47.61 kNm
( φ ) MCap = 87.19 kNm
Capacity Ratio = MRes/ MCap
= 0.546 < 1
Beam Capacity At Joint:
Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.1 8.09 239.09 402.12 23.21 4.93 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.16 8.55 239.09 402.12 23.21 4.39 239.09 402.12 23.21 0 23.21 0 23.21
300
200 x 270 -0.16 8.43 239.09 402.12 23.21 4.45 239.09 402.12 23.21 0 23.21 0 23.21
300

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 23.21 23.21
Bottom - 23.21 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 46.43 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 109.08 kN
Luy = 700 mm
Mnty = 87.21 kNm
Mnby = 87.21 kNm
Vuy1 = 249.17 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 46.43 KN-m
Mnby = 0 KN-m
Vuy2 = 66.32 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 199.17 kN
Muy = 41.5 kNm
Vuy = 20.4868 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 249.17 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 10.43 kNm
Vcy Permissible = 128.66 kN
Vuy > Vcy Permissible

Design for shear along B

Shear from Moment Capacity:
Pu = 109.08 kN
Lux = 700 mm
Mntx = 87.21 kNm
Mnbx = 87.21 kNm
Vux1 = 249.17 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 23.21 KN-m
Mnbx = 0 KN-m
Vux2 = 33.16 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 218.15 kN
Mux = 47.79 kNm
Vux = -26.6651 kN
Design Shear = max(Vux, Vux1, Vux2)
= 249.17 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 13.75 kNm
Vcx Permissible = 125.32 kN
Vux > Vcx Permissible

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 125 --- 75 125 75

General Data
Column No. : C4
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 11
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 92.73 kN
Muxt = 5.61 kNm
Muyt = -29.12 kNm
Vuxt = -20.87 kN
Vuyt = -2.57 kN
Pub = 100.65 kN
Muxb = -2.09 kNm
Muyb = 33.47 kNm
Vuxb = -20.87 kN
Vuyb = -2.57 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
3600 x 200 x
Bottom 65.174 No Beam 11.456 - 22.756
300
3600 x 250 x
Top 65.174 No Beam 33.945 - 3.844
400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 200 x 4100 x 200 x
Bottom 65.174 10.059 10.059 12.929
300 300
4100 x 250 x 4100 x 250 x
Top 65.174 29.805 29.805 2.188
400 400

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 22.52
M1 = -2.09 kNm
M2 = 5.61 kNm
34 - 12 x (M1/M2) = 38.48
22.52 < 38.48, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = -29.12 kNm
M2 = 33.47 kNm
34 - 12 x (M1/M2) = 44.44
22.52 < 44.44, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 5.61 - 5.61
Major Axis Mux (bottom) -2.09 - -2.09
Minor Axis Muy (top) -29.12 - -29.12
Minor Axis Muy (bottom) 33.47 - 33.47

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))
Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending

Pu = 100.65 kN
Mux = -2.09 kNm
Muy = 33.47 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 86.42 deg
MRes = 33.54 kNm
( φ ) MCap = 86.01 kNm
Capacity Ratio = MRes/ MCap
= 0.39 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 66.38 66.38 66.38
Bottom - 49.13 49.13 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 66.38 kNm
Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 115.5 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 23.21 23.21
Bottom - 23.21 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 46.43 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 100.65 kN
Luy = 2600 mm
Mnty = 84.68 kNm
Mnby = 84.68 kNm
Vuy1 = 65.14 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 115.5 KN-m
Mnby = 46.43 KN-m
Vuy2 = 62.28 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 201.13 kN
Muy = 34.12 kNm
Vuy = -22.4746 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 65.14 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.74 kNm
Vcy Permissible = 111.32 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 100.65 kN
Lux = 2600 mm
Mntx = 84.68 kNm
Mnbx = 84.68 kNm
Vux1 = 65.14 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 66.38 KN-m
Mnbx = 23.21 KN-m
Vux2 = 34.46 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 216.97 kN
Mux = 1.06 kNm
Vux = 0.8999 kN
Design Shear = max(Vux, Vux1, Vux2)
= 65.14 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 32.78 kNm
Vcx Permissible = 220.86 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone

Link Dia. 10 --- 10 10 10

Spacing 200 --- 75 200 75

General Data
Column No. : C4
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 12
Critical Analysis Load Combination : 21
Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD 1: EX)
Critical Location = Top Joint
Put = 46.67 kN
Muxt = 21.76 kNm
Muyt = 1 kNm
Vuxt = 0.44 kN
Vuyt = -14.13 kN
Pub = 62.51 kN
Muxb = -20.61 kNm
Muyb = -0.32 kNm
Vuxb = 0.44 kN
Vuyb = -14.13 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2

(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
3600 x 250 x
Bottom 65.174 No Beam 33.945 - 3.844
400
3600 x 200 x
Top 65.174 No Beam 11.456 - 5.689
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 250 x 4100 x 250 x
Bottom 65.174 29.805 29.805 2.188
400 400
4100 x 200 x 4100 x 200 x
Top 65.174 10.059 10.059 3.232
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 23.38
M1 = -20.61 kNm
M2 = 21.76 kNm
34 - 12 x (M1/M2) = 45.37
23.38 < 45.37, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = -0.32 kNm
M2 = 1 kNm
34 - 12 x (M1/M2) = 37.83
23.38 < 37.83, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 21.76 - 21.76
Major Axis Mux (bottom) -20.61 - -20.61
Minor Axis Muy (top) 1 - 1
Minor Axis Muy (bottom) -0.32 - -0.32

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 46.67 kN
Mux = 21.76 kNm
Muy = 1 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 2.64 deg
MRes = 21.78 kNm
( φ ) MCap = 77.81 kNm
Capacity Ratio = MRes/ MCap
= 0.28 < 1
Beam Capacity At Joint:

Beams at Level: Top Joint

Effective Moment for Column

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 46.43 kNm
Beams at Level: Bottom Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x
0 -1.85 49.06 714.82 829.38 66.38 8.36 418.41 603.18 49.13 66.38 0 49.13 0
400
250 x 90 -0.6 51.79 757.01 829.38 66.38 5.03 418.41 603.18 49.13 0 66.38 0 49.13
400
250 x 270 -0.75 51.36 750.4 829.38 66.38 5.24 418.41 603.18 49.13 0 66.38 0 49.13
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 66.38 66.38 66.38
Bottom - 49.13 49.13 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 66.38 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 115.5 kNm

Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 46.67 kN
Luy = 2700 mm
Mnty = 80 kNm
Mnby = 80 kNm
Vuy1 = 59.26 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 46.43 KN-m
Mnby = 115.5 KN-m
Vuy2 = 59.97 KN
Critical Analysis Load Combination : 26
Critical Load Combination = [22] : 0.7 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 21.44 kN
Muy = 6.63 kNm
Vuy = -4.6455 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 59.26 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 3.29 kNm
Vcy Permissible = 141.08 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:

Pu = 46.67 kN
Lux = 2700 mm
Mntx = 80 kNm
Mnbx = 80 kNm
Vux1 = 59.26 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 23.21 KN-m
Mnbx = 66.38 KN-m
Vux2 = 33.18 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 58.72 kN
Mux = 11.75 kNm
Vux = 8.4954 kN
Design Shear = max(Vux, Vux1, Vux2)
= 59.97 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.59 kNm
Vcx Permissible = 124.85 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of Ductile

links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 m
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C5
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 13
Critical Analysis Load Combination : 23
Load Combination = [19] : 0.7 (LOAD 3: DL) +1.25 (LOAD 1: EX)
Critical Location = Bottom Joint
Put = 122.88 kN
Muxt = 19.36 kNm
Muyt = 0.71 kNm
Vuxt = 0.8 kN
Vuyt = 22.41 kN
Pub = 125.52 kN
Muxb = 41.77 kNm
Muyb = -0.09 kNm
Vuxb = 0.8 kN
Vuyb = 22.41 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
2600 x 200 x 3600 x 200 x
Top 195.523 15.863 11.456 9.561
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = 19.36 kNm
M2 = 41.77 kNm
34 - 12 x (M1/M2) = 28.44
5.27 < 28.44, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = -0.09 kNm
M2 = 0.71 kNm
34 - 12 x (M1/M2) = 35.54
5.27 < 35.54, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 19.36 - 19.36
Major Axis Mux (bottom) 41.77 - 41.77
Minor Axis Muy (top) 0.71 - 0.71
Minor Axis Muy (bottom) -0.09 - -0.09
Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 125.52 kN
Mux = 41.77 kNm
Muy = -0.09 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 0.13 deg
MRes = 41.77 kNm
( φ ) MCap = 89.66 kNm
Capacity Ratio = MRes/ MCap
= 0.466 < 1

Beam Capacity At Joint:

Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.18 9.21 239.09 402.12 23.21 8.01 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.15 8.07 239.09 402.12 23.21 3.92 239.09 402.12 23.21 0 23.21 0 23.21
300
200 x 180 -0.1 8.13 239.09 402.12 23.21 4.82 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 270 -0.16 7.89 239.09 402.12 23.21 4.02 239.09 402.12 23.21 0 23.21 0 23.21
300

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 23.21 23.21
Bottom 23.21 23.21 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 46.43 kNm

Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 125.52 kN
Luy = 700 mm
Mnty = 89.67 kNm
Mnby = 89.67 kNm
Vuy1 = 256.2 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 46.43 KN-m
Mnby = 0 KN-m
Vuy2 = 66.32 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 267.95 kN
Muy = 41.89 kNm
Vuy = 21.8454 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 256.2 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.09 kNm
Vcy Permissible = 129.14 kN
Vuy > Vcy Permissible

Design for shear along B

Shear from Moment Capacity:
Pu = 125.52 kN
Lux = 700 mm
Mntx = 89.67 kNm
Mnbx = 89.67 kNm
Vux1 = 256.2 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 46.43 KN-m
Mnbx = 0 KN-m
Vux2 = 66.32 KN
Critical Analysis Load Combination : 16

Critical Load Combination = [12] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN

LL) +1.25 (LOAD 2: EZ)

Nu = 258.2 kN
Mux = 40.62 kNm
Vux = -17.0147 kN
Design Shear = max(Vux, Vux1, Vux2)
= 256.2 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.34 kNm
Vcx Permissible = 129.95 kN
Vux > Vcx Permissible

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone

Link Dia. 10 --- 10 10 10

Spacing 125 --- 75 125 75

General Data
Column No. : C5
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C100 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 14
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 124.98 kN
Muxt = -2.83 kNm
Muyt = -42.35 kNm
Vuxt = -25.74 kN
Vuyt = 1.49 kN
Pub = 132.9 kN
Muxb = 1.64 kNm
Muyb = 34.85 kNm
Vuxb = -25.74 kN
Vuyb = 1.49 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2

(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
2600 x 200 x 3600 x 200 x
Bottom 65.174 34.615 25 9.561
300 300
2600 x 250 x 3600 x 250 x
Top 65.174 102.564 74.074 1.612
400 400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis
Calculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 200 x 4100 x 200 x
Bottom 65.174 21.951 21.951 12.929
300 300
4100 x 250 x 4100 x 250 x
Top 65.174 65.041 65.041 2.188
400 400
Sway Condition (as per Stability Index)
Effective Length Factor along Minor axis
= Non Sway

= 1

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 22.52
M1 = 1.64 kNm
M2 = -2.83 kNm
34 - 12 x (M1/M2) = 40.93
22.52 < 40.93, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = 34.85 kNm
M2 = -42.35 kNm
34 - 12 x (M1/M2) = 43.87
22.52 < 43.87, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -2.83 - -2.83
Major Axis Mux (bottom) 1.64 - 1.64
Minor Axis Muy (top) -42.35 - -42.35
Minor Axis Muy (bottom) 34.85 - 34.85

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 124.98 kN
Mux = -2.83 kNm
Muy = -42.35 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 86.17 deg
MRes = 42.45 kNm
( φ ) MCap = 102.55 kNm
Capacity Ratio = MRes/ MCap
= 0.414 < 1

Beam Capacity At Joint:

Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x
0 -0.3 36.63 532.61 603.18 49.13 24.3 418.41 603.18 49.13 49.13 0 49.13 0
400
250 x 90 -0.69 69.05 1031.39 1206.36 93.69 0 418.41 603.18 49.13 0 93.69 0 49.13
400
250 x 180 -1.85 49.76 725.63 829.38 66.38 6.4 418.41 603.18 49.13 66.38 0 49.13 0
400
250 x 270 -0.5 61.57 911 942.48 74.76 0.51 418.41 603.18 49.13 0 74.76 0 49.13
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 66.38 49.13 74.76 93.69
Bottom 49.13 49.13 49.13 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 115.5 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 142.82 kNm

Beams at Level: Bottom Joint

Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.18 9.21 239.09 402.12 23.21 8.01 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.15 8.07 239.09 402.12 23.21 3.92 239.09 402.12 23.21 0 23.21 0 23.21
300
200 x 180 -0.1 8.13 239.09 402.12 23.21 4.82 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 270 -0.16 7.89 239.09 402.12 23.21 4.02 239.09 402.12 23.21 0 23.21 0 23.21
300
Effective Moment for Column
Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 23.21 23.21
Bottom 23.21 23.21 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 46.43 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 124.98 kN
Luy = 2600 mm
Mnty = 103.49 kNm
Mnby = 103.49 kNm
Vuy1 = 79.61 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 142.82 KN-m
Mnby = 46.43 KN-m
Vuy2 = 72.79 KN
Critical Analysis Load Combination : 25
Critical Load Combination = [21] : 0.7 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 138.66 kN
Muy = 28.79 kNm
Vuy = -20.5231 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 79.61 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 7.16 kNm
Vcy Permissible = 236.99 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 124.98 kN
Lux = 2600 mm
Mntx = 103.49 kNm
Mnbx = 103.49 kNm
Vux1 = 79.61 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 115.5 KN-m
Mnbx = 46.43 KN-m
Vux2 = 62.28 KN
Critical Analysis Load Combination : 26
Critical Load Combination = [22] : 0.7 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 132.79 kN
Mux = 33.17 kNm
Vux = 24.3936 kN
Design Shear = max(Vux, Vux1, Vux2)
= 79.61 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 12.46 kNm
Vcx Permissible = 235.44 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link = 10 mm
> Max. longitudinal bar dia / 4
= 4 mm
Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 = 256 mm
48 x diameter of links = 480 mm
Provided spacing = 200 mm
Criterion for spacing of Ductile
links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

per ACI
Along D
No of bars along D = 3
S1 = 75 mm
Ag = 160000 sqmm
dc2 = 360 mm
Ach = 129600 sqmm
AshD = 1056.52 sqmm
Along B
No of bars along B = 3
S1 = 75 mm
Ag = 160000 sqmm
bc2 = 360 mm
Ach = 129600 sqmm
AshB = 1056.52 sqmm
Provided Links = 2#20@75 c/c

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 2-#20 10 2-#20
Spacing 200 --- 75 200 75

General Data
Column No. : C5
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 15
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 32.95 kN
Muxt = -3.03 kNm
Muyt = -13.17 kNm
Vuxt = -12.6 kN
Vuyt = 2.35 kN
Pub = 40.87 kN
Muxb = 4.03 kNm
Muyb = 24.63 kNm
Vuxb = -12.6 kN
Vuyb = 2.35 kN

Effective Length Calculation

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis
Calculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)

N-M mm mm N-M N-M

4100 x 250 x 4100 x 250 x
Bottom 65.174 29.805 29.805 2.188
400 400
4100 x 200 x 4100 x 200 x
Top 65.174 10.059 10.059 3.232
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 23.38
M1 = -3.03 kNm
M2 = 4.03 kNm
34 - 12 x (M1/M2) = 43.04
23.38 < 43.04, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = -13.17 kNm
M2 = 24.63 kNm
34 - 12 x (M1/M2) = 40.42
23.38 < 40.42, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -3.03 - -3.03

Major Axis Mux (bottom) 4.03 - 4.03

Minor Axis Muy (top) -13.17 - -13.17
Minor Axis Muy (bottom) 24.63 - 24.63

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 40.87 kN
Mux = 4.03 kNm
Muy = 24.63 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 80.71 deg
MRes = 24.96 kNm
( φ ) MCap = 78.17 kNm
Capacity Ratio = MRes/ MCap
= 0.319 < 1

Beam Capacity At Joint:

Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
(mm) (deg) (kNm) (kNm) cap (kNm) cap @ D @ B D B
(sqmm) (sqmm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.49 14.23 304.35 402.12 23.21 6.88 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.24 22.49 462.1 628.32 35.16 0 239.09 402.12 23.21 0 35.16 0 23.21
300
200 x 180 -0.1 18.71 380.27 402.12 23.21 0.72 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 270 -0.22 22.95 472.32 628.32 35.16 0 239.09 402.12 23.21 0 35.16 0 23.21
300
Effective Moment for Column
Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 35.16 35.16
Bottom 23.21 23.21 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 58.37 kNm

Beams at Level: Bottom Joint

Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) cap (kNm) cap @ D @ B D B
(kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x
0 -0.3 36.63 532.61 603.18 49.13 24.3 418.41 603.18 49.13 49.13 0 49.13 0
400
250 x 90 -0.69 69.05 1031.39 1206.36 93.69 0 418.41 603.18 49.13 0 93.69 0 49.13
400
250 x 180 -1.85 49.76 725.63 829.38 66.38 6.4 418.41 603.18 49.13 66.38 0 49.13 0
400
250 x 270 -0.5 61.57 911 942.48 74.76 0.51 418.41 603.18 49.13 0 74.76 0 49.13
400

Effective Moment for Column

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 142.82 kNm
Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 40.87 kN
Luy = 2700 mm
Mnty = 76.65 kNm
Mnby = 76.65 kNm
Vuy1 = 56.78 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 58.37 KN-m
Mnby = 142.82 KN-m
Vuy2 = 74.51 KN
Critical Analysis Load Combination : 14

Critical Load Combination = [10] : 1.2 (LOAD 3: DL) +1.6 (LOAD 4: kN

LL)
Nu = 26.41 kN
Muy = 4.15 kNm
Vuy = 2.0577 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 59.97 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.03 kNm
Vcy Permissible = 164.44 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 40.87 kN
Lux = 2700 mm
Mntx = 76.65 kNm
Mnbx = 76.65 kNm
Vux1 = 56.78 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 46.43 KN-m
Mnbx = 115.5 KN-m
Vux2 = 59.97 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 85.17 kN
Mux = 2.14 kNm
Vux = -0.5493 kN
Design Shear = max(Vux, Vux1, Vux2)
= 74.51 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 11.15 kNm
Vcx Permissible = 201.04 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C6
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 16
Critical Analysis Load Combination : 25
Load Combination = [21] : 0.7 (LOAD 3: DL) -1.25 (LOAD 1: EX)
Critical Location = Bottom Joint
Put = 35.26 kN
Muxt = -20.67 kNm
Muyt = 1.69 kNm
Vuxt = 0.03 kN
Vuyt = -19.81 kN
Pub = 37.9 kN
Muxb = -40.47 kNm
Muyb = 1.66 kNm
Vuxb = 0.03 kN
Vuyb = -19.81 kN

Effective Length Calculation

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003

0.003< 0.05, Column shall be designed as non-sway frame

(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -20.67 kNm
M2 = -40.47 kNm
34 - 12 x (M1/M2) = 27.87
5.27 < 27.87, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = 1.66 kNm
M2 = 1.69 kNm
34 - 12 x (M1/M2) = 22.21
5.27 < 22.21, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -20.67 - -20.67
Major Axis Mux (bottom) -40.47 - -40.47
Minor Axis Muy (top) 1.69 - 1.69
Minor Axis Muy (bottom) 1.66 - 1.66

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 37.9 kN
Mux = -40.47 kNm
Muy = 1.66 kNm
Resultant Moment (Combined Action)

Moment Capacity Check

Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 2.35 deg
MRes = 40.51 kNm
( φ ) MCap = 76.42 kNm
Capacity Ratio = MRes/ MCap
= 0.53 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - 23.21 23.21
Bottom 23.21 - 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 46.43 kNm
Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 37.9 kN
Luy = 700 mm
Mnty = 76.19 kNm
Mnby = 76.19 kNm
Vuy1 = 217.7 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 46.43 KN-m
Mnby = 0 KN-m
Vuy2 = 66.32 KN
Critical Analysis Load Combination : 15
Critical Load Combination = [11] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN
LL) +1.25 (LOAD 1: EX)
Nu = 171.85 kN
Muy = 40.94 kNm
Vuy = 18.6144 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 217.7 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 14.13 kNm
Vcy Permissible = 125.76 kN
Vuy > Vcy Permissible

Design for shear along B

Shear from Moment Capacity:
Pu = 37.9 kN
Lux = 700 mm
Mntx = 76.19 kNm
Mnbx = 76.19 kNm
Vux1 = 217.7 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 23.21 KN-m
Mnbx = 0 KN-m
Vux2 = 33.16 KN
Critical Analysis Load Combination : 18
Critical Load Combination = [14] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN
LL) -1.25 (LOAD 2: EZ)
Nu = 132.36 kN
Mux = 37.37 kNm
Vux = 20.1802 kN
Design Shear = max(Vux, Vux1, Vux2)
= 217.7 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 16.72 kNm
Vcx Permissible = 127.91 kN
Vux > Vcx Permissible

Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link = =
> Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 = 10 mm
48 x diameter of links = Max. longitudinal bar dia / 4
Provided spacing = 4 mm

256 mm
480 mm
150 mm
Criterion for spacing of Ductile
links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 150 --- 75 150 75

General Data
Column No. : C6
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 17
Critical Analysis Load Combination : 24
Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 60.6 kN
Muxt = -1.72 kNm
Muyt = -37.3 kNm
Vuxt = -22.46 kN
Vuyt = 0.95 kN
Pub = 68.51 kN
Muxb = 1.12 kNm
Muyb = 30.06 kNm
Vuxb = -22.46 kN
Vuyb = 0.95 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
800 x 200 x 2600 x 200 x
Bottom 65.174 51.554 15.863 3.87
300 300
800 x 250 x 2600 x 250 x
Top 65.174 152.753 47.001 0.652
400 400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 0.83
Axis
Calculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M

4100 x 200 x 4100 x 200 x

Bottom 65.174 10.059 10.059 12.929
300 300
4100 x 250 x 4100 x 250 x
Top 65.174 29.805 29.805 2.188
400 400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis
Check For Stability Index
Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.83
r = 115.47 mm
Kluy /r = 18.69
M1 = 1.12 kNm
M2 = -1.72 kNm
34 - 12 x (M1/M2) = 41.8
18.69 < 41.8, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = 30.06 kNm
M2 = -37.3 kNm
34 - 12 x (M1/M2) = 43.67
22.52 < 43.67, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -1.72 - -1.72
Major Axis Mux (bottom) 1.12 - 1.12

Minor Axis Muy (top) -37.3 - -37.3

Minor Axis Muy (bottom) 30.06 - 30.06

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 87.36 deg
MRes = 37.34 kNm
( φ ) MCap = 79.96 kNm
Capacity Ratio = MRes/ MCap
= 0.467 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right

Top 49.13 - 49.13 66.38

Bottom 49.13 - 49.13 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 115.5 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - 23.21 23.21
Bottom 23.21 - 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 46.43 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 60.6 kN
Luy = 2600 mm
Mnty = 80.93 kNm
Mnby = 80.93 kNm
Vuy1 = 62.26 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 115.5 KN-m
Mnby = 46.43 KN-m
Vuy2 = 62.28 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 133.26 kN
Muy = 2.24 kNm
Vuy = 1.9003 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 62.26 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 18.54 kNm
Vcy Permissible = 208.49 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 60.6 kN
Lux = 2600 mm
Mntx = 80.93 kNm
Mnbx = 80.93 kNm
Vux1 = 62.26 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 49.13 KN-m
Mnbx = 23.21 KN-m
Vux2 = 27.82 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 158.73 kN
Mux = 0.8 kNm
Vux = -0.8536 kN
Design Shear = max(Vux, Vux1, Vux2)
= 62.28 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 23.97 kNm
Vcx Permissible = 212.33 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C6
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 18
Critical Analysis Load Combination : 16
[12] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: LL) +1.25
Load Combination =
(LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 32.18 kN
Muxt = -4.53 kNm
Muyt = -18.23 kNm
Vuxt = -14.65 kN
Vuyt = 3.24 kN
Pub = 48.02 kN
Muxb = 5.19 kNm
Muyb = 25.71 kNm
Vuxb = -14.65 kN
Vuyb = 3.24 kN

Effective Length Calculation

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 0.74
Axis

Calculation Along Minor Axis Of Column

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)
Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.74
r = 115.47 mm
Kluy /r = 17.3
M1 = -4.53 kNm
M2 = 5.19 kNm
34 - 12 x (M1/M2) = 44.48
17.3 < 44.48, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = -18.23 kNm
M2 = 25.71 kNm
34 - 12 x (M1/M2) = 42.51
23.38 < 42.51, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -4.53 - -4.53
Major Axis Mux (bottom) 5.19 - 5.19
Minor Axis Muy (top) -18.23 - -18.23
Minor Axis Muy (bottom) 25.71 - 25.71

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 48.02 kN
Mux = 5.19 kNm
Muy = 25.71 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 78.59 deg
MRes = 26.23 kNm
( φ ) MCap = 79.8 kNm
Capacity Ratio = MRes/ MCap
= 0.329 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - 23.21 35.16
Bottom 23.21 - 23.21 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
KNm

= 58.37

Beams at Level: Bottom Joint

Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Mu Top Top Bot @ Bot @
Mu Ast req Ast pro cap Mu Ast req Ast pro cap @D @B D B
(mm) (deg) (kNm) (kNm) (kNm) (kNm) (kNm) (kNm) (kNm) (kNm) (kNm)
(sqmm) (sqmm) (sqmm) (sqmm)
250 x 90 -0.57 46.09 669.09 829.38 66.38 4.43 418.41 603.18 49.13 0 66.38 0 49.13
400
250 x 180 -0.3 36.01 532.61 603.18 49.13 25.79 418.41 603.18 49.13 49.13 0 49.13 0
400
250 x 270 -0.66 34.11 532.61 603.18 49.13 10.08 418.41 603.18 49.13 0 49.13 0 49.13
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 49.13 - 49.13 66.38
Bottom 49.13 - 49.13 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 115.5 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 48.02 kN
Luy = 2700 mm
Mnty = 77.76 kNm
Mnby = 77.76 kNm
Vuy1 = 57.6 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 58.37 KN-m
Mnby = 115.5 KN-m
Vuy2 = 64.4 KN
Critical Analysis Load Combination : 18
Critical Load Combination = [14] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN
LL) -1.25 (LOAD 2: EZ)
Nu = 25.05 kN
Muy = 4.57 kNm
Vuy = 3.2651 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 57.6 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.66 kNm
Vcy Permissible = 156.64 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 48.02 kN
Lux = 2700 mm
Mntx = 77.76 kNm
Mnbx = 77.76 kNm
Vux1 = 57.6 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 23.21 KN-m
Mnbx = 49.13 KN-m
Vux2 = 26.79 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 57.15 kN
Mux = 3.07 kNm
Vux = -1.2553 kN
Design Shear = max(Vux, Vux1, Vux2)
= 64.4 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 5.84 kNm
Vcx Permissible = 196.57 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link = 10 mm

> Max. longitudinal bar dia / 4

= 4 mm
Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 = 256 mm
48 x diameter of links = 480 mm
Provided spacing = 200 mm

Criterion for spacing of Ductile

links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C7
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data

Analysis Reference No. = 19

Critical Analysis Load Combination : 26
Load Combination = [22] : 0.7 (LOAD 3: DL) -1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 54.04 kN
Muxt = -4.66 kNm
Muyt = -21.7 kNm
Vuxt = 25.08 kN
Vuyt = -0.13 kN
Pub = 56.68 kN
Muxb = -4.79 kNm
Muyb = -46.77 kNm
Vuxb = 25.08 kN
Vuyb = -0.13 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
3600 x 200 x
Top 195.523 No Beam 11.456 - 22.756
300
Effective Length Factor along Major Axis
Sway Condition (as per Stability
Index)
= Non Sway

= 0.87
Calculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
4100 x 200 x
Top 195.523 No Beam 300 - 10.059 25.859

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -4.66 kNm
M2 = -4.79 kNm
34 - 12 x (M1/M2) = 22.33
5.27 < 22.33, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = -21.7 kNm
M2 = -46.77 kNm
34 - 12 x (M1/M2) = 28.43
5.27 < 28.43, Column not slender along B
Calculation of Design Moment
Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -4.66 - -4.66
Major Axis Mux (bottom) -4.79 - -4.79
Minor Axis Muy (top) -21.7 - -21.7
Minor Axis Muy (bottom) -46.77 - -46.77

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 56.68 kN
Mux = -4.79 kNm
Muy = -46.77 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 84.15 deg
MRes = 47.02 kNm
( φ ) MCap = 79.64 kNm
Capacity Ratio = MRes/ MCap
= 0.59 < 1

Beam Capacity At Joint:

Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @D @B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.13 8.44 239.09 402.12 23.21 5.28 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.16 8.74 239.09 402.12 23.21 4.34 239.09 402.12 23.21 0 23.21 0 23.21
300
Effective Moment for Column
Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 - 23.21
Bottom - 23.21 - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 56.68 kN
Luy = 700 mm
Mnty = 78.69 kNm
Mnby = 78.69 kNm
Vuy1 = 224.84 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 23.21 KN-m
Mnby = 0 KN-m
Vuy2 = 33.16 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 119.64 kN
Muy = 43.64 kNm
Vuy = 20.8681 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 224.84 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 24.97 kNm
Vcy Permissible = 125.06 kN
Vuy > Vcy Permissible
Link For Shear Design Along D are required
Vs = Vu - Vcy
= 99.78 kN
Vcx Permissible = 0.5 x Vcx x 0.65
= 40.64
Area of shear reinforcement required, = 1232.45 mm^2/m
Asv-D
Diameter of column master links = 10
Number of legs provided = 4
Spacing of links prvd, Sv = 175 mm

Design for shear along B

Shear from Moment Capacity:
Pu = 56.68 kN
Lux = 700 mm
Mntx = 78.69 kNm
Mnbx = 78.69 kNm
Vux1 = 224.84 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 23.21 KN-m
Mnbx = 0 KN-m
Vux2 = 33.16 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 126.12 kN
Mux = 46.96 kNm
Vux = 26.4213 kN
Design Shear = max(Vux, Vux1, Vux2)
= 224.84 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 27.29 kNm
Vcx Permissible = 123.51 kN
Vux > Vcx Permissible

Criterion for spacing of Ductile

links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

General Data
Column No. : C7
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 20
Critical Analysis Load Combination : 20
Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 120.55 kN
Muxt = 5.43 kNm
Muyt = -35.36 kNm
Vuxt = -23.68 kN
Vuyt = -1.12 kN
Pub = 136.39 kN
Muxb = 2.08 kNm
Muyb = 35.64 kNm
Vuxb = -23.68 kN
Vuyb = -1.12 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
3600 x 200 x
Bottom 65.174 No Beam 11.456 - 22.756
300
3600 x 250 x
Top 65.174 No Beam 33.945 - 3.844
400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 200 x
Bottom 65.174 No Beam - 10.059 25.859
300
4100 x 250 x
Top 65.174 No Beam - 29.805 4.376
400

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 22.52
M1 = 2.08 kNm
M2 = 5.43 kNm
34 - 12 x (M1/M2) = 29.4
22.52 < 29.4, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = -35.36 kNm
M2 = 35.64 kNm
34 - 12 x (M1/M2) = 45.91
22.52 < 45.91, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 5.43 - 5.43
Major Axis Mux (bottom) 2.08 - 2.08
Minor Axis Muy (top) -35.36 - -35.36
Minor Axis Muy (bottom) 35.64 - 35.64

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 120.55 kN
Mux = 5.43 kNm
Muy = -35.36 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 81.26 deg
MRes = 35.78 kNm
( φ ) MCap = 89.87 kNm
Capacity Ratio = MRes/ MCap
= 0.398 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 66.38 - 66.38
Bottom - 49.13 - 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 66.38 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 66.38 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 - 23.21
Bottom - 23.21 - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 120.55 kN
Luy = 2600 mm
Mnty = 91.24 kNm
Mnby = 91.24 kNm
Vuy1 = 70.19 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 66.38 KN-m
Mnby = 23.21 KN-m
Vuy2 = 34.46 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 136.39 kN
Muy = 2.08 kNm
Vuy = -1.1178 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 70.19 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 19.19 kNm
Vcy Permissible = 208.97 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required
Design for shear along B
Shear from Moment Capacity:
Pu = 120.55 kN
Lux = 2600 mm
Mntx = 91.24 kNm
Mnbx = 91.24 kNm
Vux1 = 70.19 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 66.38 KN-m
Mnbx = 23.21 KN-m
Vux2 = 34.46 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 141.82 kN
Mux = 4.7 kNm
Vux = -5.3352 kN
Design Shear = max(Vux, Vux1, Vux2)
= 70.19 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 17.42 kNm
Vcx Permissible = 209.79 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link = Min. Longitudinal Bar dia x 6 =
>
=
Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 =
48 x diameter of links =
Provided spacing =

Criterion for spacing of Ductile

links:
10 mm
Max. longitudinal bar dia / 4
4 mm

256 mm
480 mm
200 mm

96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C7
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 21
Critical Analysis Load Combination : 20
Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 24.62 kN
Muxt = 5.97 kNm
Muyt = -19.09 kNm
Vuxt = -13.32 kN
Vuyt = -4.68 kN
Pub = 40.46 kN
Muxb = -8.05 kNm
Muyb = 20.87 kNm
Vuxb = -13.32 kN
Vuyb = -4.68 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
3600 x 250 x
Bottom 65.174 No Beam 33.945 - 3.844
400
3600 x 200 x
Top 65.174 No Beam 11.456 - 5.689
300
Calculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 250 x
Bottom 65.174 No Beam - 29.805 4.376
400
4100 x 200 x
Top 65.174 No Beam 300 - 10.059 6.465
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 23.38
M1 = 5.97 kNm
M2 = -8.05 kNm
34 - 12 x (M1/M2) = 42.9
23.38 < 42.9, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = -19.09 kNm
M2 = 20.87 kNm
34 - 12 x (M1/M2) = 44.98
23.38 < 44.98, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 5.97 - 5.97
Major Axis Mux (bottom) -8.05 - -8.05
Minor Axis Muy (top) -19.09 - -19.09
Minor Axis Muy (bottom) 20.87 - 20.87
Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 40.46 kN
Mux = -8.05 kNm
Muy = 20.87 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 68.9 deg
MRes = 22.37 kNm
( φ ) MCap = 81.53 kNm
Capacity Ratio = MRes/ MCap
= 0.274 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 23.21 - 23.21
Bottom - 23.21 - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top - 66.38 - 66.38
Bottom - 49.13 - 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 66.38 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 66.38 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 40.46 kN
Luy = 2700 mm
Mnty = 76.59 kNm
Mnby = 76.59 kNm
Vuy1 = 56.73 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 23.21 KN-m
Mnby = 66.38 KN-m
Vuy2 = 33.18 KN
Critical Analysis Load Combination : 16
Critical Load Combination = [12] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN
LL) +1.25 (LOAD 2: EZ)
Nu = 20.85 kN
Muy = 4.65 kNm
Vuy = -3.9658 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 56.73 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 1.39 kNm
Vcy Permissible = 154.94 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 40.46 kN
Lux = 2700 mm
Mntx = 76.59 kNm
Mnbx = 76.59 kNm
Vux1 = 56.73 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 23.21 KN-m
Mnbx = 66.38 KN-m
Vux2 = 33.18 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 19.8 kN
Mux = 3.39 kNm
Vux = -4.7891 kN
Design Shear = max(Vux, Vux1, Vux2)
= 56.73 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.3 kNm
Vcx Permissible = 174.18 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

General Data
Column No. : C8
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 22
Critical Analysis Load Combination : 23
Load Combination = [19] : 0.7 (LOAD 3: DL) +1.25 (LOAD 1: EX)
Critical Location = Bottom Joint
Put = 75.46 kN
Muxt = 19.96 kNm
Muyt = 2.24 kNm
Vuxt = 2.93 kN
Vuyt = 24.43 kN
Pub = 78.1 kN
Muxb = 44.38 kNm
Muyb = -0.69 kNm
Vuxb = 2.93 kN
Vuyb = 24.43 kN
Effective Length Calculation
Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
2600 x 200 x 3600 x 200 x
Top 195.523 15.863 11.456 9.561
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
4100 x 200 x
Top 195.523 No Beam - 10.059 25.859
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = 19.96 kNm
M2 = 44.38 kNm
34 - 12 x (M1/M2) = 28.6
5.27 < 28.6, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = -0.69 kNm
M2 = 2.24 kNm
34 - 12 x (M1/M2) = 37.7
5.27 < 37.7, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 19.96 - 19.96
Major Axis Mux (bottom) 44.38 - 44.38
Minor Axis Muy (top) 2.24 - 2.24
Minor Axis Muy (bottom) -0.69 - -0.69

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 78.1 kN
Mux = 44.38 kNm
Muy = -0.69 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 0.89 deg
MRes = 44.39 kNm
( φ ) MCap = 82.49 kNm
Capacity Ratio = MRes/ MCap
= 0.538 < 1
Beam Capacity At Joint:
Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.15 9.77 251.76 402.12 23.21 8.45 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.16 8.34 239.09 402.12 23.21 3.8 239.09 402.12 23.21 0 23.21 0 23.21
300
200 x 180 -0.13 8.46 239.09 402.12 23.21 5.17 239.09 402.12 23.21 23.21 0 23.21 0
300

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 - 23.21
Bottom 23.21 23.21 - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 78.1 kN
Luy = 700 mm
Mnty = 82.01 kNm
Mnby = 82.01 kNm
Vuy1 = 234.31 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 23.21 KN-m
Mnby = 0 KN-m
Vuy2 = 33.16 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 173.97 kN
Muy = 44.63 kNm
Vuy = 24.3804 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 234.31 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 17.49 kNm
Vcy Permissible = 125.47 kN
Vuy > Vcy Permissible

Design for shear along B

Shear from Moment Capacity:
Pu = 78.1 kN
Lux = 700 mm
Mntx = 82.01 kNm
Mnbx = 82.01 kNm
Vux1 = 234.31 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 46.43 KN-m
Mnbx = 0 KN-m
Vux2 = 66.32 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 172.11 kN
Mux = 41.51 kNm
Vux = 22.9879 kN
Design Shear = max(Vux, Vux1, Vux2)
= 234.31 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 14.66 kNm
Vcx Permissible = 127.14 kN
Vux > Vcx Permissible

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 150 --- 75 150 75

General Data
Column No. : C8
Level : 1m To 4m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2600 mm
Clear Floor Height @ luy = 2600 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 23
Critical Analysis Load Combination : 20
Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Top Joint
Put = 178.03 kN
Muxt = -8.47 kNm
Muyt = -49.17 kNm
Vuxt = -28.85 kN
Vuyt = 5.71 kN
Pub = 193.87 kN
Muxb = 8.64 kNm
Muyb = 37.35 kNm
Vuxb = -28.85 kN
Vuyb = 5.71 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
2600 x 200 x 3600 x 200 x
Bottom 65.174 15.863 11.456 9.561
300 300
2600 x 250 x 3600 x 250 x
Top 65.174 47.001 33.945 1.612
400 400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 22.52
M1 = -8.47 kNm
M2 = 8.64 kNm
34 - 12 x (M1/M2) = 45.77
22.52 < 45.77, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = 37.35 kNm
M2 = -49.17 kNm
34 - 12 x (M1/M2) = 43.11
22.52 < 43.11, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -8.47 - -8.47
Major Axis Mux (bottom) 8.64 - 8.64
Minor Axis Muy (top) -49.17 - -49.17
Minor Axis Muy (bottom) 37.35 - 37.35

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 178.03 kN
Mux = -8.47 kNm
Muy = -49.17 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 80.22 deg
MRes = 49.9 kNm
( φ ) MCap = 98.39 kNm
Capacity Ratio = MRes/ MCap
= 0.507 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 66.38 49.13 - 66.38
Bottom 49.13 49.13 - 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 115.5 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 66.38 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 - 23.21
Bottom 23.21 23.21 - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 178.03 kN
Luy = 2600 mm
Mnty = 99.58 kNm
Mnby = 99.58 kNm
Vuy1 = 76.6 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 66.38 KN-m
Mnby = 23.21 KN-m
Vuy2 = 34.46 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 193.87 kN
Muy = 8.64 kNm
Vuy = 5.7058 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 76.6 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 21.6 kNm
Vcy Permissible = 217.52 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 178.03 kN
Lux = 2600 mm
Mntx = 99.58 kNm
Mnbx = 99.58 kNm
Vux1 = 76.6 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 115.5 KN-m
Mnbx = 46.43 KN-m
Vux2 = 62.28 KN
Critical Analysis Load Combination : 21
Critical Load Combination = [17] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
1: EX)
Nu = 190.75 kN
Mux = 8.47 kNm
Vux = -8.9381 kN
Design Shear = max(Vux, Vux1, Vux2)
= 76.6 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 21.29 kNm
Vcx Permissible = 217.06 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone

Link Dia. 10 --- 10 10 10

Spacing 200 --- 75 200 75

General Data
Column No. : C8
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 24
Critical Analysis Load Combination : 20
Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 36.14 kN
Muxt = -7.66 kNm
Muyt = -24.53 kNm
Vuxt = -20.26 kN
Vuyt = 5.65 kN
Pub = 51.98 kN
Muxb = 9.3 kNm
Muyb = 36.25 kNm
Vuxb = -20.26 kN
Vuyb = 5.65 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2

(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
2600 x 250 x 3600 x 250 x
Bottom 65.174 47.001 33.945 1.612
400 400
2600 x 200 x 3600 x 200 x
Top 65.174 15.863 11.456 2.39
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 1
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 250 x
Bottom 65.174 No Beam - 29.805 4.376
400
4100 x 200 x
Top 65.174 No Beam - 10.059 6.465
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway
frame (Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 1
r = 115.47 mm
Kluy /r = 23.38
M1 = -7.66 kNm
M2 = 9.3 kNm
34 - 12 x (M1/M2) = 43.88
23.38 < 43.88, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = -24.53 kNm
M2 = 36.25 kNm
34 - 12 x (M1/M2) = 42.12
23.38 < 42.12, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -7.66 - -7.66
Major Axis Mux (bottom) 9.3 - 9.3
Minor Axis Muy (top) -24.53 - -24.53
Minor Axis Muy (bottom) 36.25 - 36.25

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 51.98 kN
Mux = 9.3 kNm
Muy = 36.25 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 75.61 deg
MRes = 37.42 kNm
( φ ) MCap = 81.25 kNm
Capacity Ratio = MRes/ MCap
= 0.461 < 1
Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
200 x
0 -0.35 12.5 304.35 402.12 23.21 8.5 239.09 402.12 23.21 23.21 0 23.21 0
300
200 x 90 -0.22 21.73 445.51 628.32 35.16 0 239.09 402.12 23.21 0 35.16 0 23.21
300
200 x 180 -0.08 14.29 304.35 402.12 23.21 3.48 239.09 402.12 23.21 23.21 0 23.21 0
300

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 23.21 - 35.16
Bottom 23.21 23.21 - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 46.43 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 35.16 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 66.38 49.13 - 66.38
Bottom 49.13 49.13 - 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 115.5 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 66.38 kNm

Design Of Shear

Design for shear along D

Shear from Moment Capacity:
Pu = 51.98 kN
Luy = 2700 mm
Mnty = 78.37 kNm
Mnby = 78.37 kNm
Vuy1 = 58.05 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 35.16 KN-m
Mnby = 66.38 KN-m
Vuy2 = 37.6 KN
Critical Analysis Load Combination : 24
Critical Load Combination = [20] : 0.7 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 19.19 kN
Muy = 5.69 kNm
Vuy = 4.1445 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 59.97 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.7 kNm
Vcy Permissible = 147.84 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required
Design for shear along B
Shear from Moment Capacity:
Pu = 51.98 kN
Lux = 2700 mm
Mntx = 78.37 kNm
Mnbx = 78.37 kNm
Vux1 = 58.05 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 46.43 KN-m
Mnbx = 115.5 KN-m
Vux2 = 59.97 KN
Critical Analysis Load Combination : 14
Critical Load Combination = [10] : 1.2 (LOAD 3: DL) +1.6 (LOAD 4: kN
LL)
Nu = 9.15 kN
Mux = 4.16 kNm
Vux = -5.0771 kN
Design Shear = max(Vux, Vux1, Vux2)
= 58.05 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 2.73 kNm
Vcx Permissible = 162.38 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of Ductile

links:
10 mm
Max. longitudinal bar dia / 4
4 mm

256 mm
480 mm
200 mm

96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C9
Level : 0m To 1m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 700 mm
Clear Floor Height @ luy = 700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 25
Critical Analysis Load Combination : 25
Load Combination = [21] : 0.7 (LOAD 3: DL) -1.25 (LOAD 1: EX)
Critical Location = Bottom Joint
Put = 14.29 kN
Muxt = -21.66 kNm
Muyt = 1.39 kNm
Vuxt = -0.4 kN
Vuyt = -21.34 kN
Pub = 16.93 kN
Muxb = -42.99 kNm
Muyb = 1.78 kNm
Vuxb = -0.4 kN
Vuyb = -21.34 kN

Effective Length Calculation

Calculation Along Major Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
800 x 200 x 2600 x 200 x
Top 195.523 51.554 15.863 3.87
300 300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Major
= 0.87
Axis

Calculation Along Minor Axis Of Column

Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
Bottom 195.523 No Beam No Beam - - 1
4100 x 200 x
Top 195.523 No Beam - 10.059 25.859
300
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 0.87
axis

Check For Stability Index

Along D
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.87
r = 115.47 mm
Kluy /r = 5.27
M1 = -21.66 kNm
M2 = -42.99 kNm
34 - 12 x (M1/M2) = 27.95
5.27 < 27.95, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 0.87
r = 115.47 mm
Klux /r = 5.27
M1 = 1.39 kNm
M2 = 1.78 kNm
34 - 12 x (M1/M2) = 24.66
5.27 < 24.66, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -21.66 - -21.66
Major Axis Mux (bottom) -42.99 - -42.99
Minor Axis Muy (top) 1.39 - 1.39
Minor Axis Muy (bottom) 1.78 - 1.78

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 16.93 kN
Mux = -42.99 kNm
Muy = 1.78 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 2.37 deg
MRes = 43.03 kNm
( φ ) MCap = 73.16 kNm
Capacity Ratio = MRes/ MCap
= 0.588 < 1

Beam Capacity At Joint:

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - - 23.21
Bottom 23.21 - - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 23.21 kNm
Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 16.93 kN
Luy = 700 mm
Mnty = 72.95 kNm
Mnby = 72.95 kNm
Vuy1 = 208.43 kN
Shear from Beam Capacity at Joint:
Luy = 700 mm
Mnty = 23.21 KN-m
Mnby = 0 KN-m
Vuy2 = 33.16 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 144.93 kN
Muy = 43.21 kNm
Vuy = 19.3542 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 208.43 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 20.6 kNm
Vcy Permissible = 123.66 kN
Vuy > Vcy Permissible

Design for shear along B

Shear from Moment Capacity:
Pu = 16.93 kN
Lux = 700 mm
Mntx = 72.95 kNm
Mnbx = 72.95 kNm
Vux1 = 208.43 kN
Shear from Beam Capacity at Joint:
Lux = 700 mm
Mntx = 23.21 KN-m
Mnbx = 0 KN-m
Vux2 = 33.16 KN
Critical Analysis Load Combination : 16
Critical Load Combination = [12] : 1.4 (LOAD 3: DL) +0.5 (LOAD 4: kN
LL) +1.25 (LOAD 2: EZ)
Nu = 128.56 kN
Mux = 37.32 kNm
Vux = -17.0277 kN
Design Shear = max(Vux, Vux1, Vux2)
= 208.43 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 17.26 kNm
Vcx Permissible = 126.89 kN
Vux > Vcx Permissible

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Load Data
Analysis Reference No. = 26
Critical Analysis Load Combination : 25
Load Combination = [21] : 0.7 (LOAD 3: DL) -1.25 (LOAD 1: EX)
Critical Location = Bottom Joint
Put = 8.89 kN
Muxt = 26.19 kNm
Muyt = -5.37 kNm
Vuxt = -2.96 kN
Vuyt = -19.33 kN
Pub = 16.81 kN
Muxb = -31.78 kNm
Muyb = 3.5 kNm
Vuxb = -2.96 kN
Vuyb = -19.33 kN

Effective Length Calculation

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 0.83
Axis
Calculation Along Minor Axis Of Column
Joint Column Beam Sizes Beam Stiffness Beta
Stiffness Beam 1 Beam 2 Beam 1 Beam 2
(Length x (Length x
Width x Depth) Width x Depth)
N-M mm mm N-M N-M
4100 x 200 x
Bottom 65.174 No Beam - 10.059 25.859
300
4100 x 250 x
Top 65.174 No Beam - 29.805 4.376
400
Sway Condition (as per Stability
= Non Sway
Index)
Effective Length Factor along Minor
= 1
axis

Check For Stability Index

Along D
Q = 0.007
0.007< 0.05, Column shall be designed as non-sway frame
(Braced)

Along B
Q = 0.006
0.006< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.83
r = 115.47 mm
Kluy /r = 18.69
M1 = 26.19 kNm
M2 = -31.78 kNm
34 - 12 x (M1/M2) = 43.89
18.69 < 43.89, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 22.52
M1 = 3.5 kNm
M2 = -5.37 kNm
34 - 12 x (M1/M2) = 41.84
22.52 < 41.84, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) 26.19 - 26.19
Major Axis Mux (bottom) -31.78 - -31.78
Minor Axis Muy (top) -5.37 - -5.37
Minor Axis Muy (bottom) 3.5 - 3.5

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 16.81 kN
Mux = -31.78 kNm
Muy = 3.5 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 6.29 deg
MRes = 31.97 kNm
( φ ) MCap = 73.67 kNm
Capacity Ratio = MRes/ MCap
= 0.434 < 1
Beam Capacity At Joint:
Beams at Level: Top Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Mu Top Top Bot @ Bot @
Ast req Ast pro cap Ast req Ast pro cap @ D @ B D B
Mu (kNm) Mu (kNm) (kNm) (kNm) (kNm) (kNm)
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (sqmm) (sqmm)
250 x 90 -0.68 31.03 532.61 603.18 49.13 8.05 418.41 603.18 49.13 0 49.13 0 49.13
400
250 x 180 -1.17 40.24 580.19 603.18 49.13 26.08 418.41 603.18 49.13 49.13 0 49.13 0
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 49.13 - - 49.13
Bottom 49.13 - - 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mntx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 49.13 kNm

Beams at Level: Bottom Joint

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 23.21 - - 23.21
Bottom 23.21 - - 23.21
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 23.21 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 23.21 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 16.81 kN
Luy = 2600 mm
Mnty = 71.7 kNm
Mnby = 71.7 kNm
Vuy1 = 55.16 kN
Shear from Beam Capacity at Joint:
Luy = 2600 mm
Mnty = 49.13 KN-m
Mnby = 23.21 KN-m
Vuy2 = 27.82 KN
Critical Analysis Load Combination : 20
Critical Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
2: EZ)
Nu = 117.08 kN
Muy = 8.51 kNm
Vuy = 5.8266 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 55.16 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 9.75 kNm
Vcy Permissible = 206.01 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 16.81 kN
Lux = 2600 mm
Mntx = 71.7 kNm
Mnbx = 71.7 kNm
Vux1 = 55.16 kN
Shear from Beam Capacity at Joint:
Lux = 2600 mm
Mntx = 49.13 KN-m
Mnbx = 23.21 KN-m
Vux2 = 27.82 KN
Critical Analysis Load Combination : 19
Critical Load Combination = [15] : 1.4 (LOAD 3: DL) +1.25 (LOAD kN
1: EX)
Nu = 124.41 kN
Mux = 3.4 kNm
Vux = -3.3556 kN
Design Shear = max(Vux, Vux1, Vux2)
= 55.16 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 16.01 kNm
Vcx Permissible = 207.14 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm
Special confining reinforcement as
per ACI
Along D
No of bars along D = 3
S1 = 75 mm
Ag = 160000 sqmm
dc2 = 340 mm
Ach = 115600 sqmm
AshD = 268.27 sqmm
Along B
No of bars along B = 3
S1 = 75 mm
Ag = 160000 sqmm
bc2 = 340 mm
Ach = 115600 sqmm
AshB = 268.27 sqmm
Provided Links = #10@75 c/c

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

General Data
Column No. : C9
Level : 4m To 7m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21 N/sqmm
Grade Of Steel = Fy230 N/sqmm
Consider Ductile = Yes
Type of Frame = Special
Column B = 400 mm
Column D = 400 mm
Clear Cover = 40 mm
Clear Floor Height @ lux = 2700 mm
Clear Floor Height @ luy = 2700 mm
No Of Floors = 1
No Of Columns In Group = 1

Load Data
Analysis Reference No. = 27
Critical Analysis Load Combination : 20
Load Combination = [16] : 1.4 (LOAD 3: DL) +1.25 (LOAD 2: EZ)
Critical Location = Bottom Joint
Put = 22.17 kN
Muxt = -6.77 kNm
Muyt = -16.12 kNm
Vuxt = -12.69 kN
Vuyt = 5.4 kN
Pub = 38.01 kN
Muxb = 9.43 kNm
Muyb = 21.93 kNm
Vuxb = -12.69 kN
Vuyb = 5.4 kN

Effective Length Calculation

Sway Condition (as per Stability

= Non Sway
Index)
Effective Length Factor along Major
= 0.74
Axis

Calculation Along Minor Axis Of Column

Check For Stability Index

Along D
Q = 0.004
0.004< 0.05, Column shall be designed as non-sway
frame (Braced)

Along B
Q = 0.003
0.003< 0.05, Column shall be designed as non-sway frame
(Braced)

Slenderness Check
Column Is Braced Along D
Slenderness Check along D
K = 0.74
r = 115.47 mm
Kluy /r = 17.3
M1 = -6.77 kNm
M2 = 9.43 kNm
34 - 12 x (M1/M2) = 42.62
17.3 < 42.62, Column not slender along D
Column Is Braced Along B
Slenderness Check along B
K = 1
r = 115.47 mm
Klux /r = 23.38
M1 = -16.12 kNm
M2 = 21.93 kNm
34 - 12 x (M1/M2) = 42.82
23.38 < 42.82, Column not slender along B

Calculation of Design Moment

Direction Manalysis Msldr or Mc Mdesign-final
A B C
Major Axis Mux (top) -6.77 - -6.77
Major Axis Mux (bottom) 9.43 - 9.43
Minor Axis Muy (top) -16.12 - -16.12
Minor Axis Muy (bottom) 21.93 - 21.93

Where
A = Moments from analysis
B = Moment due to slenderness effect
C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

Final Critical Design Forces

Critical Case - Axial Load & BiAxial Bending
Pu = 38.01 kN
Mux = 9.43 kNm
Muy = 21.93 kNm

Resultant Moment (Combined Action)

Moment Capacity Check
Pt Calculated = 1.01
Reinforcement Provided = 8-#16
-1
Load Angle = Tan (Muy/Mux)
= 66.74 deg
MRes = 23.87 kNm
( φ ) MCap = 81.82 kNm
Capacity Ratio = MRes/ MCap
= 0.292 < 1

Beam Capacity At Joint:

Effective Moment for Column

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnty =
(Right,Top + Left,Bot))
= 23.21 kNm
Beams at Level: Bottom Joint
Beam Beam Torsion Moment Capacity Beam at Moment Capacity Beam at Resultant Moment
Size angle moment Top Bottom
w.r.t.
column
Ly
Mu Ast req Ast pro Mu Mu Ast req Ast pro Mu Top Top Bot @ Bot @
cap cap @ D @ B D B
(mm) (deg) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (sqmm) (sqmm) (kNm) (kNm) (kNm) (kNm) (kNm)
250 x 90 -0.68 31.03 532.61 603.18 49.13 8.05 418.41 603.18 49.13 0 49.13 0 49.13
400
250 x 180 -1.17 40.24 580.19 603.18 49.13 26.08 418.41 603.18 49.13 49.13 0 49.13 0
400

Effective Moment for Column

Mu Major (Along D) (kNm) Mu Minor (Along B) (kNm)
Left Right Left Right
Top 49.13 - - 49.13
Bottom 49.13 - - 49.13
Moment Along D:
MAX((left,Bot + Right,Top), (left,Top
Mnbx =
+ Right,Bot))
= 49.13 kNm

Moment Along B:
MAX((Left,Top + Right,Bot),
Mnby =
(Right,Top + Left,Bot))
= 49.13 kNm

Design Of Shear
Design for shear along D
Shear from Moment Capacity:
Pu = 38.01 kN
Luy = 2700 mm
Mnty = 76.21 kNm
Mnby = 76.21 kNm
Vuy1 = 56.45 kN
Shear from Beam Capacity at Joint:
Luy = 2700 mm
Mnty = 23.21 KN-m
Mnby = 49.13 KN-m
Vuy2 = 26.79 KN
Critical Analysis Load Combination : 14
Critical Load Combination = [10] : 1.2 (LOAD 3: DL) +1.6 (LOAD 4: kN
LL)
Nu = 21.2 kN
Muy = 3.42 kNm
Vuy = 1.5719 kN
Design Shear = max(Vuy, Vuy1, Vuy2)
= 56.45 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 0.11 kNm
Vcy Permissible = 173.24 kN
Vuy < Vcy Permissible
Link For Shear Design Along D are not required

Design for shear along B

Shear from Moment Capacity:
Pu = 38.01 kN
Lux = 2700 mm
Mntx = 76.21 kNm
Mnbx = 76.21 kNm
Vux1 = 56.45 kN
Shear from Beam Capacity at Joint:
Lux = 2700 mm
Mntx = 23.21 KN-m
Mnbx = 49.13 KN-m
Vux2 = 26.79 KN
Critical Analysis Load Combination : 22
Critical Load Combination = [18] : 1.4 (LOAD 3: DL) -1.25 (LOAD kN
2: EZ)
Nu = 14.47 kN
Mux = 3.81 kNm
Vux = -1.6439 kN
Design Shear = max(Vux, Vux1, Vux2)
= 56.45 kN
λ = 1
φ = 0.65
deff = 352 mm
ρw = 0.005
mm = 1.56 kNm
Vcx Permissible = 165.94 kN
Vux < Vcx Permissible
Link For Shear Design Along B are not required
Design Of Links
Links in the zone where special confining links are not required
Normal Links
Diameter of link = 10 mm
> Max. longitudinal bar dia / 4
= 4 mm
Criterion for spacing of normal links
Min. Longitudinal Bar dia X 16 = 256 mm
48 x diameter of links = 480 mm
Provided spacing = 200 mm

Criterion for spacing of

Ductile links:
Min. Longitudinal Bar dia x 6 = 96 mm
B/4 = 100 mm
So = 191.67 mm
Spacing = 150 mm
Provided Spacing = 75 mm

Special confining reinforcement as

Table For Links

Required Provided
Normal Design Shear Design Ductile Design Normal Zone Ductile Zone
Link Dia. 10 --- 10 10 10
Spacing 200 --- 75 200 75

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Column Design Calculations

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Column Design Calculations

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COLUMN DESIGN CALCULATIONS

Ratio to account for reduction of stiffness of columns

For Global-Y Direction

Name Height (m) Load P Displacements (kN) Index Condition

Sway Condition (as per Stability

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

Check For Stability Index

Calculation of Design Moment

Final Critical Design Forces

Resultant Moment (Combined Action)

Beam Capacity At Joint:

Effective Moment for Column

Link For Shear Design Along D are required

Design for shear along B

Link For Shear Design Along B are required

Criterion for spacing of

Special confining reinforcement as

Table For Links

Effective Length Calculation

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

Check For Stability Index

Calculation of Design Moment

Final Critical Design Forces

Resultant Moment (Combined Action)

Beam Capacity At Joint:

Effective Moment for Column

Effective Moment for Column

Design for shear along B

Criterion for spacing of

Special confining reinforcement as

Table For Links

Sway Condition (as per Stability

Calculation Along Minor Axis Of Column

Calculation of Design Moment

Resultant Moment (Combined Action)

Beam Capacity At Joint:

Effective Moment for Column

Effective Moment for Column

Design for shear along B

Criterion for spacing of

Special confining reinforcement as

Table For Links

Effective Length Calculation

Sway Condition (as per Stability

Calculation Along Minor Axis Of Column

Sway Condition (as per Stability

Check For Stability Index

Calculation of Design Moment

Final Critical Design Forces

Resultant Moment (Combined Action)

Beam Capacity At Joint:

Effective Moment for Column

Design for shear along D

Link For Shear Design Along D are required

Link For Shear Design Along B are required

Criterion for spacing of Ductile

Special confining reinforcement as

Table For Links

Analysis Reference No. = 5

Effective Length Calculation

Calculation Along Minor Axis Of Column

Stiffness Beam 1 Beam 2 Beam 1 Beam 2

Calculation of Design Moment

Resultant Moment (Combined Action)

Beam Capacity At Joint:

Beams at Level: Bottom Joint

Effective Moment for Column

Design for shear along D

Design for shear along B

Criterion for spacing of

Special confining reinforcement as

Table For Links

Effective Length Calculation

Calculation Along Minor Axis Of Column