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7.1 COLUMN C1:
1.40 KN/m 11.00
2.45 WIND LOAD DIAGRAM Axial load is taken from load on piles P25/P26, Page 8 of pile layout design document i)Dead + Live Load Combination: Axial load on the column due to dead load ( 776.82+column wt)) Axial load on the column due to live load Design Axial load on Column Unsupported length of the column (11.00, from top of PB2 to top of column) about X - axis Unsupported length of the column (11.00, from top of PB2 to top of column) about Y- axis Width of column Depth of column eccentricity as per 25.4 of IS 456:2000 ec = l/500+D/30 About X - axis
= = = = = = = =
808.21 kN 436.98kN 1830.66kN 11.00 m 11.00 m 300.00 mm 600.00 mm 10.02
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Design of Lateral ties: As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less than one quarter of the diameter of largest compression bar or 6 mm whichever is more. Provide T10 lateral ties. Spacing of bars should not exceed least of the following: i) Least lateral dimension ii)16 times the dia of smallest compression bar to be tied iii) 300mm Provide T10 Lateral ties at 200 mm C/C. ii)Dead + Live + Wind Load Combination: Wind load Calculations: Height for which wind is acting Intensty of wind Pressure Maximum width of wall contributing wind load to column Wind load for metre height of wall Total wind force acting on column Initial Moment due to wind at bottom of column (17.43 * (2.95+11/2)) Axial load on the column due to dead load Axial load on the column due to live load Design Axial load on Column Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase25.4 and 39.2 of IS 456:2000 End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000 Cond.: Effectively held in position and restrained against rotation in one end, and the other partially
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= = =
CIVIL
300.00 mm 256.00 mm 300.00 mm
= = = = = = = = =
11.00 m 0.57 kN/sqm 2.78 m 1.58 kN/m 17.43 kN 147.29 kNm 808.21 kN 436.98 kN 1494.23kN
=
66.49 kNm
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7.2 COLUMN C2 & C3: Axial load is taken from load on piles P23/P24, Page 8 of pile layout design document As the difference in axial load on columns C2 & C3 is less, Column subjected to maximum load and moment is designed. i) Dead + Live Load Combination: Axial load on the column due to dead load (1110.46+column wt) Axial load on the column due to live load
= =
1193.00 kN 499.38 kN
Design Axial load on Column
=
2469.21 kN
Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase25.4 and 39.2 of IS 456:2000
=
103.71 kNm
As the column is monolithic with wall for its full height, and at bottom it need not be designed as a cantilever column. End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000 Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position Effective length factor from table 28 of IS 456:2000 is, Actual length of the column (11.00, can be taken from top of wall W3 /W4)
1.50 =
11.00 m
Effective length of column
=
16.50 m
Width of column
=
400.00 mm
Depth of column
=
600.00 mm
Slenderness ratio for column
=
Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000
27.50
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ii) Dead + Live + Wind Load Combination: Wind load Calculations: Height for which wind is acting
=
Intensty of wind Pressure
=
11.00 m 0.57 kN/sqm
Maximum width of wall contributing wind load to column
=
5.28 m
Wind load for metre height of wall
=
Total wind force acting on column
=
33.07 kN
3.01 kN/m
Initial Moment at bottom of column (33.07 * (2.95+11/2))
=
279.48 kNm
Axial load on the column due to dead load
=
1193.00 kN
Axial load on the column due to live load
=
499.38 kN
Design Axial load on Column
=
2030.86kN
Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase25.4 and 39.2 of IS 456:2000
=
85.30 kNm
As the column is monolithic with wall for its full height, and at bottom it need not be designed as a cantilever column. End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000 Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position Effective length factor from table 28 of IS 456:2000 is,
1.50
Actual length of the column (11.00, can be taken from top of wall W3 /W4 to top of column)
=
11.00 m
Effective length of column
=
16.50 m
Width of column
=
400.00 mm
Depth of column
=
600.00 mm
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vertical loads are directly transfering to pile caps. Column C4/C8 can be designed as a beam for wind loads. Wind load Calculations: Height for which wind is acting
=
11.00 m
Intensty of wind Pressure
=
0.57 kN/sqm
Maximum width of wall contributing wind load to column(1.50/2 + 2.90/2)
=
2.20 m
Wind load for metre height of wall
=
Total wind force acting on column
=
13.79 kN
1.25 kN/m
Moment at bottom of column (13.79 * (2.45+11/2))
=
109.66 kNm
1.25 KN/m 11.00
2.45
DESIGN FOR BENDING: Factored Bending Moment
153 53 KN
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Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase25.4 and 39.2 of IS 456:2000 = As the column is monolithic with wall for its full height, and at bottom it need not be designed as a cantilever column. End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000 Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position Effective length factor from table 28 of IS 456:2000 is, Actual length of the column (11.00, from top of wall W3/W4 to top of column ) = Effective length of column = Width of column = Depth of column = Slenderness ratio for column = As the le/d exceeds 20 and column bends about major axis, column should be designed as a biaxially bent, with zero initial moment about the minor axis.( 3.8.3.4 of BS 8110 Part-1) Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000 Max = (PuD/2000)*{lex /D}² = k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = Additional moment about major axis due to Slenderness = Max = Calculation of Moment about minor axis due to Slenderness: Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero, hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness moment about minor axis are zero we can design column as a uniaxially bent column. Design Moment about major axis =
CIVIL
110.35 kNm
1.50 11.00 m 16.50 m 300.00 mm 700.00 mm 23.57
473.36 1.00 473.36 kNm
583.71kNm
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restrained against roatation but not held in position Effective length factor from table 28 of IS 456:2000 is, Actual length of the column = Effective length of column = Width of column = Depth of column = Slenderness ratio for column = As the le/d exceeds 20 and column bends about major axis, column should be designed as a biaxially bent, with zero initial moment about the minor axis.( 3.8.3.4 of BS 8110 Part-1) Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000 Max = (PuD/2000)*{lex /D}² = k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = Max Additional moment about major axis due t o Slenderness = = Calculation of Moment about minor axis due to Slenderness: Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero, hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness moment about minor axis are zero we can design column as a uniaxially bent column. Design Moment about major axis = Pu/bD = Mu/bd² = From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000 100Asc/bD = Area of steel Asc = Provide 6 No. T32 + 4 - T16
CIVIL
1.50 12.25 m 18.38 m 300.00 mm 700.00 mm 26.25
475.28 1.00 475.28 kNm
735.48kNm 9.38 5.00 2.163 4542.91 mm2
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7.5 COLUMN C7 : i) Dead + Live Load Combination: Axial load on the column due to dead load = Axial load on the column due to live load = Design Axial load on Column = Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase25.4 and 39.2 of IS 456:2000 = As the column is monolithic with wall for its full height, and at bottom it need not be designed as a cantilever column. End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000 Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position Effective length factor from table 28 of IS 456:2000 is, Actual length of the column = Effective length of column = Width of column = Depth of column = Slenderness ratio for column = Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000 Max = (PuD/2000)*{lex /D}² = k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = Additional moment about major axis due to Slenderness = Max = Calculation of Moment about minor axis due to Slenderness: Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero,
375.04 kN 186.94 kN 824.16 kN 41.40 kNm
1.50 13.45 m 20.18 m 300.00 mm 700.00 mm 28.82
239.61 1.00 239.61 kNm
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Axial load on the column due to live load = Design Axial load on Column = Initial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase25.4 and 39.2 of IS 456:2000 = As the column is monolithic with wall for its full height, and at bottom it need not be designed as a cantilever column. End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000 Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position Effective length factor from table 28 of IS 456:2000 is, Actual length of the column = Effective length of column = Providing 300x600 mm column Width of column = Depth of column = Slenderness ratio for column = Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000 Max = (PuD/2000)*{lex /D}² = k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = Additional moment about major axis due to Slenderness = Max = Calculation of Moment about minor axis due to Slenderness: Column is monolithic with wall for it's full height, effective length of the column about minor axis will be zero, hence slenderness moment will be zero about minor axis. As both the initial moment and slenderness moment about minor axis are zero we can design column as a uniaxially bent column. Design Moment about major axis
CIVIL
186.94 kN 674.38kN 33.88 kNm
1.50 13.45 m 20.18 m 300.00 mm 700.00 mm 28.82
196.07 1.00 196.07 kNm
360.56kNm
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Width of column Depth of column Slenderness ratio for column Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000 Max = (PuD/2000)*{lex /D}² k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 Additional moment about major axis due to Slenderness = Max Design Moment about major axis Pu/bD Mu/bd² From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000 100Asc/bD Area of steel Asc Provide 10-T25 Nominal Reinforcement about Minor Axis: As the total reinforcement required is provided only on two faces, provide nominal reinforcement of 0.2%(on each face) of cross sect ion of column on other two faces of clolumn. Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) Provide 2 - T12 on each face. Design of Lateral ties: As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less than one quarter of the diameter of largest compression bar or 6 mm whichever is more. Provide T8 lateral ties. Spacing of bars should not exceed least of the f ollowing:
= = =
300.00 mm 600.00 mm 27.50
= = = = = =
447.34 1.00 447.34 kNm 530.15 kNm 10.95 4.91
= =
2.075 3734.98 mm2
=
180.00mm2
CIVIL
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Calculation of Moment about major axis due to Slenderness: As per Clause 39.7 of IS 456:2000 Max = (PuD/2000)*{lex /D}² k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 Max Additional moment about major axis due to Slenderness = Design Moment about major axis Pu/bD Mu/bd² From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000 100Asc/bD Area of steel Asc Provide 6 No. T32. Nominal Reinforcement about Minor Axis: As the total reinforcement required is provided only on two faces, provide nominal reinforcement of 0.2%(on each face) of cross section of column on other two faces of clolumn. Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) Provide 2 - T12 on each face. Design of Lateral ties: As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less than one quarter of the diameter of largest compression bar or 6 mm whichever is more. Provide T10 lateral ties. Spacing of bars should not exceed least of the following: i) Least lateral dimension ii)16 times the dia of smallest compression bar to be tied iii) 300mm
Dept
CIVIL
= = = = = =
367.36 1.00 367.36 kNm 509.60 kNm 9.00 4.72
= =
1.919 3453.38 mm2
=
180.00mm2
= = =
300.00 mm 256.00 mm 300.00 mm
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% Steel Area of steel Provide 3 No. T16 (on each face)
= =
DESIGN FOR SHEAR / TATERAL TIES: Maximum Shear force due to wind Design Shear force Design shear stress Concrete shear stress (From Table 19 of IS 456:2000 for % steel of 0.394 & grade of conrete M25) v c Providing T8 - 2 - legged stirrups, Spacing of links should not exceed the minimum of the following: As per min. shear clause 26.5.1.6 Asv /bSv >= 0.4/0.87*f y Spacing of shear reinforcement as per 0.75 times effective depth(26.5.1.5 of IS 456:2000) Spacing of shear reinforcement as per 300mm(26.5.1.5 of IS 456:2000) As per 16 times diameter of longitudinal bar(26.5.3.2.c.1 of IS IS 456:2000) Provide T8 - stirrups at 200 c/c.
= = = =
= = = =
SIDE FACE REINFORCEMENT: Consider spacing of the bars in side face reinforcement ( Clause 26.5.1.3 of IS 456:2000) shall not exceed The minimum diameter of bars in side faces of beams to control cracking as per clause No. 26.5.3.1.d of IS 456:2000 is = Provide 2 -T16 on each face
CIVIL
0.394 638.76 mm2
23.74 kN 33.24kN 0.21 N/mm2 0.44 N/mm2
302.32 mm 405.00 mm 300.00 mm 256.00 mm
300.00 mm 12.00 mm
Infomile Solutions Rev X
PROJECT DOC TITLE:
Designed XX
Checked XXX
Approved XXX
Page of X X
Department
DOC. NO: Grade of concrete Fck
25 415
Grade of steel F y Clear Cover C
40
DESIGN OF COLUMNS (UNBRACED)
Column
C1
b
D
mm
mm
400
Member information End Reinforceme Cond. ef. lex lox Diamin Diamax
600
16
32
b=Breadth of column
m
oads from analysi Initial Moments lex/D
m
5 ### 5.00 ### ###
loy
ley
m
m
ley/b
Pu
Mux
Mix
Muy
Miy
k
Max
kMax
May
kN kN-m kN-m
4.5 ### ### 499.4 200.0
ley/b=Slenderness Ratio about Y Axis
kN-m kN-m 450.0 200.0 450.0
Slenderness Moments
X- Major Axis
1
###
###
###
Total moments k May
Mx
Equivalent Uniaxial Moment Mx' or My'
My
kNm kNm Pu/bDf cu ### ### ### 0.08
β ###
kNm
Pu/bd kN/mm2
#VALUE!
Reinforcement Mx'/bd2 % steel Asc or My'/Db2 mm2
2.08 #VALUE!
k=Multiplication factor as per CL.39Mx=Ultimate design moment about X axis
My Pu=Axial Load D=Depth of column Y-Minor Axis ef= Effective length Factor Mux=Moment due to Design ultimate loads about X Axis Y lox= Clear height between end restraint Muy=Moment due to Design ultimate loads about Y Axis lex=Effective length of the column abou Mix=Initial moment due to min.eccen.about X Axis
Max=Slenderness Moment about X My=Ultimate design moment about Y axis kMax=Deflection of column about X Asc=Area of steel May=Slenderness Moment Y minor Sv=Spacing of ties
Miy=Initial moment due to min.eccen.about Mx loy= Clear height between end restraint Diamin=Min. Diameter ley=Effective length of the column abou Diamax=Max. Diameter X
Maddx=Moment about X axis due to Mx'=Effective uniaxial design ultimate moment about X axis
lex/D=Slenderness Ratio about X Axis
h
kMay=Deflection of column about Y M=Total moment Maddy=Moment about Y axis due to My'=Effective uniaxial design ultimate moment about y axis d= effective depth of section
b
1.80
4320
Lateral Ties Sv
Dia 8
256
