Column Design as per IS 456 (Validation Requested)
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Transcript of Column Design as per IS 456 (Validation Requested)
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
7.1 COLUMN C1:
1.40 KN/m11.00
2.45
WIND LOAD DIAGRAM
Axial load is taken from load on piles P25/P26, Page 8 of pile layout design documenti)Dead + Live Load Combination:Axial load on the column due to dead load ( 776.82+column wt)) = 808.21 kNAxial load on the column due to live load = 436.98 kNDesign Axial load on Column = 1830.66 kNUnsupported length of the column (11.00, from top of PB2 to top of column) about X - axis = 11.00 mUnsupported length of the column (11.00, from top of PB2 to top of column) about Y- axis = 11.00 mWidth of column = 300.00 mmDepth of column = 600.00 mm
About X - axis = 10.02About Y - axis = 20.02About X - axis = 15.00About Y - axis = 30.00
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 = 76.89 kNm
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column (11.00, from top of PB2 to top of column) = 11.00 mEffective length of column = 16.50 mWidth of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50Calculation of Moment about major axis due to Slenderness:
= 415.33k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 415.33 kNmCalculation 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 = 492.22 kNm
= 10.17= 4.56
100Asc/bD = 1.802Area of steel Asc = 3243.51Provide 8 No. T25.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T16 on each face.
eccentricity as per 25.4 of IS 456:2000 ec = l/500+D/30eccentricity as per 25.4 of IS 456:2000 ec = l/500+D/30As per 39.2 of IS 456:2000 0.05 times lateral dimensionAs per 39.2 of IS 456:2000 0.05 times lateral dimensionSince the condition in 39.3 of IS 456:2000 is satisfied the column is designed as short column
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456
mm2
mm2
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
Design of Lateral ties:
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 = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.ii)Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 2.78 mWind load for metre height of wall = 1.58 kN/mTotal wind force acting on column = 17.43 kNInitial Moment due to wind at bottom of column (17.43 * (2.95+11/2)) = 147.29 kNmAxial load on the column due to dead load = 808.21 kNAxial load on the column due to live load = 436.98 kNDesign Axial load on Column = 1494.23 kNInitial 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 = 66.49 kNm
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column = 12.25 mEffective length of column = 18.38 mWidth of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 30.63Calculation of Moment about major axis due to Slenderness:
= 420.43k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 420.43 kNmCalculation 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 = 597.17 kNm
= 8.30= 5.53
100Asc/bD = 2.615Area of steel Asc = 4706.43Provide 6 No. T32.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T16 on each face.Design of Lateral ties:
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 = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
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) = 1193.00 kN
Axial load on the column due to live load = 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.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50
Actual length of the column (11.00, can be taken from top of wall W3 /W4) = 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 = 27.50
Calculation of Moment about major axis due to Slenderness:
= 560.20k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 560.20 kNm
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 = 663.91 kNm
= 10.29
= 4.61
100Asc/bD = 1.839
= 4413.60
Provide 8 No. 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 section of column on other two faces of clolumn.
Area of steel on each face (0.20xwidthxdepth of column projecting out side of wall) = 240.00
Provide 2 - T16 on each face.
Design of Lateral ties:
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 following: i) Least lateral dimension = 400.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mm
Provide T8 Lateral ties at 250 mm C/C.
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bD
Mu/bd²
From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
Area of steel Asc mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
5
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
ii) Dead + Live + Wind Load Combination:
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 = 5.28 m
Wind load for metre height of wall = 3.01 kN/m
Total wind force acting on column = 33.07 kN
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 = 2030.86 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 = 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.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
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
Slenderness ratio for column = 27.50
Calculation of Moment about major axis due to Slenderness:
= 460.75k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 460.75 kNm
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 = 796.12 kNm
= 8.46
= 5.53
100Asc/bD = 2.616
= 6278.96
Provide 10 -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) = 240.00
Provide 2 - T16 on each face.
Design of Lateral ties:
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 = 400.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mm
Provide T10 Lateral ties at 200 mm C/C.
7.3 COLUMN C4 & C8:
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bD
Mu/bd²
From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
Area of steel Asc mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
6
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
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 = 1.25 kN/m
Total wind force acting on column = 13.79 kN
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 KNm
Total Depth of C4/C8 = 700.00 mm
Width of C4/C8 = 300.00 mm
Clear cover to main reinforcement = 50.00 mm
Diameter of reinforcement bar = 20.00 mm
Effective depth = 640.00 mm= 1.25
% Steel = 0.369Area of steel = 708.10Provide 3 No. T20 (on each face of C4/C8)
DESIGN FOR SHEAR / TATERAL TIES:Maximum Shear force due to wind = 13.79 kNDesign Shear force = 19.31 kNDesign shear stress = 0.10
= 0.45Providing T8 - 2 - legged stirrups,Spacing of links should not exceed the minimum of the following:
= 480.00 mm= 192.00 mm
Provide T8 - stirrups at 175 c/c.
SIDE FACE REINFORCEMENT:= 200.00 mm
The minimum diameter of bars in side faces of beams to control cracking as perclause No. 3.12.5.4 of BS 8110 Part-1 is = 11.42 mmProvide 2 -T16 on each face
7.4 COLUMN C5 & C6:Axial load is taken from load establishment on piles P30/P41, Page 31 of Part-1 of this document.As the difference in axial load on columns C5 & C6 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 (From Page 8 of Part-1 pile layout design document, 925.26+co = 967.11 kNAxial load on the column due to live load = 675.14 kNDesign Axial load on Column = 2434.18 kN
Mu/bd² N/mm2
From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
mm2
N/mm2
Concrete shear stress (From table 3.8 of BS-8110 part-1 for % steel of 0.38 & grade of conrete M35) vc N/mm2
Spacing of shear reinforcement as per 0.75 times effective depth(3.4.5.5 of BS 8110 Part-1)Spacing of shear reinforcement as per 12 times diameter of longitudinal bar(3.12.7.1 of BS 8110 Prt-1)
Consider spacing of the bars in side face reinforcement ( Clause 3.12.11.2.6 of BS 8110 Part-1)
7
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Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
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 = 110.35 kNmAs the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column (11.00, from top of wall W3/W4 to top of column ) = 11.00 mEffective length of column = 16.50 mWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 23.57As the le/d exceeds 20 and column bends about major axis, column should be designed as a
Calculation of Moment about major axis due to Slenderness:
= 473.36k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 473.36 kNmCalculation 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 = 583.71 kNm
= 11.59= 3.97
100Asc/bD = 1.449= 3042.42
Provide 8 - T25Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T16 on each face.Design of Lateral ties:
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 following: i) Least lateral dimension = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.ii) Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 4.35 mWind load for metre height of wall = 2.48 kN/mTotal wind force acting on column = 27.27 kNInitial Moment at bottom of column (22.27 * (2.45+11/2)) = 216.83 kNmAxial load on the column due to dead load = 967.11 kNAxial load on the column due to live load = 675.14 kNDesign Axial load on Column = 1970.70 kNInitial 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 = 94.27 kNmAs the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
biaxially bent, with zero initial moment about the minor axis.( 3.8.3.4 of BS 8110 Part-1)
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
Area of steel Asc mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
8
InfoMile Solutions
Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
restrained against roatation but not held in position1.50
Actual length of the column = 12.25 mEffective length of column = 18.38 mWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 26.25As the le/d exceeds 20 and column bends about major axis, column should be designed as a
Calculation of Moment about major axis due to Slenderness:
= 475.28k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 475.28 kNmCalculation 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 = 735.48 kNm
= 9.38= 5.00
100Asc/bD = 2.163= 4542.91
Provide 6 No. T32 + 4 - T16Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T16 on each face.Design of Lateral ties:
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 = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.
Effective length factor from table 28 of IS 456:2000 is,
biaxially bent, with zero initial moment about the minor axis.( 3.8.3.4 of BS 8110 Part-1)
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
Area of steel Asc mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
9
InfoMile Solutions
Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
7.5 COLUMN C7 :i) Dead + Live Load Combination:Axial load on the column due to dead load = 375.04 kNAxial load on the column due to live load = 186.94 kNDesign Axial load on Column = 824.16 kNInitial 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 = 41.40 kNmAs the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column = 13.45 mEffective length of column = 20.17 mWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 28.82Calculation of Moment about major axis due to Slenderness:
= 239.61k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 239.61 kNmCalculation 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 = 281.01 kNm
= 3.92= 1.91
100Asc/bD = 0.587= 1232.53
Provide 6 No. T16.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:
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 following: i) Least lateral dimension = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.ii) Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column = 2.75 mWind load for metre height of wall = 1.57 kN/mTotal wind force acting on column = 17.24 kNInitial Moment at bottom of column (17.24 * (2.45+11/2)) = 137.08 kNmAxial load on the column due to dead load = 375.04 kN
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
Area of steel Asc mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
10
InfoMile Solutions
Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
Axial load on the column due to live load = 186.94 kNDesign Axial load on Column = 674.38 kNInitial 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 = 33.88 kNmAs the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column = 13.45 mEffective length of column = 20.17 mProviding 300x600 mm columnWidth of column = 300.00 mmDepth of column = 700.00 mmSlenderness ratio for column = 28.82Calculation of Moment about major axis due to Slenderness:
= 196.07k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 196.07 kNmCalculation 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 = 360.56 kNm
= 3.21= 2.45
100Asc/bD = 0.781= 1639.93
Provide 6 No. T20.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:
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 following: i) Least lateral dimension = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.
7.6 COLUMN C9 :i)Dead + Live Load Combination:Axial load on the column due to dead load(908.54+0.3*0.3*12.3*25) = 936.21 kNAxial load on the column due to live load(No live load as column is starting from +4.00 m.level) = 413.14 kNDesign Axial load on Column = 1971.73 kNInitial Moment due to minimum eccentricity(Design axial load x max(l/500+D/30, 20)) as per cluase 3.8.2.4 of BS 8110 Part-1 = 82.81 kNmAs the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column (11.00, from top of PB3 to top of column) = 11.00 mEffective length of column = 16.50 m
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
Area of steel Asc mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
11
InfoMile Solutions
Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
Width of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50Calculation of Moment about major axis due to Slenderness:
= 447.34k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 447.34 kNmDesign Moment about major axis = 530.15 kNm
= 10.95= 4.91
100Asc/bD = 2.075Area of steel Asc = 3734.98Provide 10-T25Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:
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 following: i) Least lateral dimension = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T8 Lateral ties at 200 mm C/C.ii)Dead + Live + Wind Load Combination:Wind load Calculations:Height for which wind is acting = 11.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of column contributing wind load to column = 2.78 mWind load for metre height of wall = 1.58 kN/mTotal wind force acting on column = 17.43 kNInitial Moment at bottom of column = 118.53 kNmAxial load on the column due to dead load = 936.21 kNAxial load on the column due to live load = 413.14 kNDesign Axial load on Column = 1619.23 kNInitial 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 = 68.01 kNmAs the column is monolithic with wall for its full height, and at bottom it need not be designedas a cantilever column.
Cond.: Effectively held in position and restrained against rotation in one end, and the other partially restrained against roatation but not held in position
1.50Actual length of the column = 11.00 mEffective length of column = 16.50 mProviding 300x600 mm columnWidth of column = 300.00 mmDepth of column = 600.00 mmSlenderness ratio for column = 27.50
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
End conditions are assumed as follows as per Clause E 3 of Annex E and Table 28 of IS 456:2000
Effective length factor from table 28 of IS 456:2000 is,
12
InfoMile Solutions
Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
Calculation of Moment about major axis due to Slenderness:
= 367.36k, Value of k is assumed as 1 for conservative side as per 39.7.1.1 of IS 456:2000 = 1.00Additional moment about major axis due to Slenderness = = 367.36 kNmDesign Moment about major axis = 509.60 kNm
= 9.00= 4.72
100Asc/bD = 1.919Area of steel Asc = 3453.38Provide 6 No. T32.Nominal Reinforcement about Minor Axis:As the total reinforcement required is provided only on two faces, provide nominal reinforcementof 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) = 180.00Provide 2 - T12 on each face.Design of Lateral ties:
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 = 300.00 mmii)16 times the dia of smallest compression bar to be tied = 256.00 mmiii) 300mm = 300.00 mmProvide T10 Lateral ties at 200 mm C/C.
7.7 COLUMN C10This Column is starting from top of FRW2 i.e., +4.00 m level.Vertical loads from FRW1, and base slabs will not transfer to clumn as these are directly resting on pile cap.
Wind load Calculations:Height for which wind is acting = 7.00 mIntensty of wind Pressure = 0.57 kN/sqmMaximum width of wall contributing wind load to column (5.5+6.4)/2) = 5.95 mWind load for metre height of wall = 3.39 kN/mTotal wind force acting on column = 23.74 kNMoment at bottom of column (37.31 * (7/2)) = 83.09 kNm
3.39 KN/m7.00
DESIGN FOR BENDING:Factored Bending Moment = 116.33 KNmTotal Depth of C10 = 600.00 mmWidth of C10 = 300.00 mmClear cover to main reinforcement = 50.00 mmDiameter of reinforcement bar = 20.00 mmEffective depth = 540.00 mm
= 1.33
As per Clause 39.7 of IS 456:2000Max = (PuD/2000)*{lex/D}²
Max
Pu/bDMu/bd²From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
mm2
mm2
As per clause 26.5.3.2.c.2 of IS 456:2000, the diameter of the lateral bar should not be less
Mu/bd² N/mm2
From Chart No. Of SP16 Design aids for reinforced concrete to IS 456:2000
13
InfoMile Solutions
Rev Designed by Checked by Date Page of
DOC TITLE: TRANSFORMER YARD 0 Area
DESIGN OF FOUNDATIONS,PITS AND FIREWALLS
DOC. NO: CGPR1-100-5-022 Dept CIVIL
PROJECT : SKS PRAI - 350 MW CCGT POWER PLANT
% Steel = 0.394Area of steel = 638.76Provide 3 No. T16 (on each face)
DESIGN FOR SHEAR / TATERAL TIES:Maximum Shear force due to wind = 23.74 kNDesign Shear force = 33.24 kNDesign shear stress = 0.21
= 0.44Providing T8 - 2 - legged stirrups,Spacing of links should not exceed the minimum of the following:As per min. shear clause 26.5.1.6 = 302.32 mm
= 405.00 mm= 300.00 mm= 256.00 mm
Provide T8 - stirrups at 200 c/c.
SIDE FACE REINFORCEMENT:300.00 mm
The minimum diameter of bars in side faces of beams to control cracking as perclause No. 26.5.3.1.d of IS 456:2000 is = 12.00 mmProvide 2 -T16 on each face
mm2
N/mm2
Concrete shear stress (From Table 19 of IS 456:2000 for % steel of 0.394 & grade of conrete M25) vc N/mm2
Asv/bSv >= 0.4/0.87*fy
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)
Consider spacing of the bars in side face reinforcement ( Clause 26.5.1.3 of IS 456:2000) shall not exceed
Infomile SolutionsPROJECT Rev Designed Checked Approved Page of
DOC TITLE: X XX XXX XXX X X
DOC. NO: Department
25415
Clear Cover C 40
DESIGN OF COLUMNS (UNBRACED)
Member information Loads from analysis Initial Moments Slenderness Moments Total moments Reinforcement
Column b D Reinforcemen ef. k % steel Asc Lateral Ties
mm mm m m m m kN kN-m kN-m kN-m kN-m kNm kNm β Dia
C1 400 600 16 32 5 ### 5.00 ### ### 4.5 ### ### ### ### 450.0 200.0 450.0 1 ### ### ### ### ### ### 0.08 ### #VALUE! 2.08 ### 1.80 4320 8 256
b=Breadth of column X- Major Axis k=Multiplication factor as per CL.39
D=Depth of column Y-Minor Axis My=Ultimate design moment about Y axis
ef= Effective length Factor Y Asc=Area of steel
Sv=Spacing of ties
M=Total moment
Miy=Initial moment due to min.eccen.about Mx'=Effective uniaxial design ultimate moment about X axis
h My'=Effective uniaxial design ultimate moment about y axis
X d= effective depth of section
b
Grade of concrete Fck
Grade of steel Fy
Equivalent Uniaxial Moment
End
Cond.
lox lex lex/D loy ley ley/b Pu Mux Muy Mix Miy Max kMax May k May Mx My Mx' or My
'
kNm
Pu/bd Mx'/bd2 or
My'/Db2Diamin Diamax Pu/bDfcu kN/mm2 mm2 Sv
ley/b=Slenderness Ratio about Y Axis Mx=Ultimate design moment about X axis
Pu=Axial Load My Max=Slenderness Moment about X axis
Mux=Moment due to Design ultimate loads about X Axis kMax=Deflection of column about X axis
lox= Clear height between end restraints about X AxisMuy=Moment due to Design ultimate loads about Y Axis May=Slenderness Moment Y minor axis
lex=Effective length of the column about X AxisMix=Initial moment due to min.eccen.about X Axis kMay=Deflection of column about Y axis
lex/D=Slenderness Ratio about X Axis Mx Maddx=Moment about X axis due to Slenderness
loy= Clear height between end restraints about YaxisDiamin=Min. Diameter Maddy=Moment about Y axis due to Slenderness
ley=Effective length of the column about YaxisDiamax=Max. Diameter