Column Design To Bs8110 Template 3366e
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CLIENT PROJECT Location Sub-Location REF
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
Date By
9-Jun-15 M Rampersad
Structural Frame RC Column Design
DESCRIPTION
RC COLUMN DESIGN
OUTPUT
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
References Used 1
Reinforced Concrete Design, 4th ed, Moseley & Bungey
2
BS8110: 1997, Structural Use of Concrete
3
STAAD Model analysis
4
ASTM A615: 04, Std. Spec for Deformed & Plain Carbon Steel Bars etc.
MEMBER GEOMETRY Geometric data
450
450.0
mm
450
Member depth, h =
450.0
mm
450
mm 2 N/mm
Cover to reinforcement =
40.0
Conc. compressive strength, fcu =
30.0
Tension rfct strength, fy =
420.0
Shear rfct strength, fyv =
280.0
N/mm N/mm2
Length between restraints, LO =
3500.0
mm
20.0
mm
450 40 00
4 4
Member width, b =
Nominal aggregate size
2
OK against cover
Min. allowable bar spacing =
25.0 mm
Effective depth, h' =
400.0 mm
400
Effective width, b' =
410.0 mm 2,160,000,000 Nm
410
bd2fcu term = Gross cross-sectional area, Ag =
202,500 mm
410
2
Check effective height & slenderness X-X axis condition at TOP
1.0
condition at BOTTOM
2.0
end restraint beta,
2 - Tbl 3.19 2 - Cl. 3.8.1.6.1
0.80 2,800 mm
Effective height (major axis), lex = LO =
2 - Cl. 3.8.1.3.
Classification (short or slender) =
6.2 Short
Y-Y axis condition at TOP
3.0
condition at BOTTOM
2.0
end restraint beta,
2 - Tbl 3.19 2 - Cl. 3.8.1.6.1
Effective height (minor axis), ley = LO =
2 -Cl. 3.8.1.3.
Classification (short or slender) =
0.95 3,325 mm 7.4 Short
Slenderness limit 2 - Cl. 3.8.1.7
Slenderness limit (LO should be <60* min dimension) =
27,000 mm
Slenderness limit OK
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
ULS LOAD DATA Axial load, N =
150.0 50.0
kN kNm
150kN
Moment about major axis, MX = Moment about minor axis, MY =
20.0
kNm
20kNm
Max shear force, V =
75.0
kN
STAAD Member Ref =
115
Load Case =
114
3
1 - Sxn 9.4.4
150kN 50kNm
1 - Tbl 9.4
20kNm
Check MX/h' =
125.0 kN
Check MY/b' =
48.8 kN
N/bdfcu =
0.02 [unitless]
coefficient beta, =
1.00 [unitless]
beta*(h'/b') =
0.98 [unitless]
50kNm
Since Mx/h'>My/b', Use single axis design moment about X-axis Use M'x as the design moment, M =
69.5 kNm
Total steel required, As req = (see supplemental calcs)
2 1,040 mm
REINFORCEMENT CHECKS 2 - Cl. 3.4.4.4
Calculation for reinforcement
Select bar diameter = Specify number of bars = Compression C i steel t l provided, id d As prov = Number of layers = Min. spacing between bars =
20 mm 4 Nr 2 1,260 mm 2 330.0 mm
Spacing OK
Provide 4Nr T20 bars in 2 layer(s) Check for minimum steel 2 - Tbl. 3.25
100 AS/AC =
0.62 %
2 - Cl. 3.12.5.3
Recommended value (Minimum) =
0.40 %
Min. steel OK
2 - Cl. 3.12.6.2
Recommended value (Maximum) =
4.00 %
Max. steel OK
SHEAR REINFORCEMENT CHECKS 2 - Cl. 3.4.5.2
Design (Actual) shear stress, = V/bvd V=
75.0 kN
bv = b =
450 0 mm 450.0
d=
400.0 mm
∴ Design (actual) shear stress, =
2 0.42 N/mm
CLIENT PROJECT Location Sub-Location
PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF 2 - Cl. 3.4.5.2
Date By
UNITED ENGINEERING SERVICES LTD.
DESCRIPTION Check limits, < lesser of 0.8√fcu or 5N/mm
OUTPUT
2
0.8√fcu =
2 4.38 N/mm
Shear limit OK
Design concrete shear stress, c =0.79*(100AS/bvd)1/3*(400/d)1/4*fcu multiplier /m (100AS prov/bvd)1/3 =
2-Tbl 3.8 Note 2 2-Tbl 3.8 Note 2 2-Tbl 3.8 Note 2
(400/d)
1/4
∴ c 2 - Tbl 3.16
2 - Tbl 3.7
=
fcu multiplier = =
0.89 [unitless] 1.00 [unitless] 2 1.06 N/mm 2 0.60 N/mm
Check range of to c
< c
Yes 0.74
c < < (c+0.4): Use Asv/sv = 0.4b/0.87fyv (c+0.4) < < 0.8√fcu (or 5.0): Use Asv/sv = b(-c)/0.87fyv
0 4 No 0.74 No -0.33
Shear reinforcement requirement Shear reinforcement ratio required, Asv/sv =
0.74
Select bar diameter =
10
Specify bar spacing =
150
Shear reinforcement ratio provided, Asv/sv = Provide R10 at 150mm centres
1.05
Use nominal links
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
Supplemental Calculation for A S REQ Note: This is an iterative process where an assumption is made for the steel provided (A' S ) and tested to see if this provides an intersection point on the M-N interaction diagram. 1. Guess an initial value of A' S 2. See if this results in a p point exactlyy on the curve of the M-N interaction diagram 3. If this does, then use Excel Goal-Seek to derive the depth of the neutral axis (x)
1-Eg 9.3
Try A S =
520 mm
Depth of neutral axis, x =
44.0 mm
compressive steel strain, tensile steel strain, Design yield strain,
sc = s =
y = f Y / M /E S =
2
0.0003 0.0283 0.0018
balanced neutral axis, x bal =
262.9 mm
Depth of stress block, s = 0.9x =
39.6 mm
strains OK neutral axis depth OK
From yield strain curve f SC (compression) = E S SC
63.6 N/mm
2
f SC (tension) = E S S
5663.7 N/mm
2
For compression N(e+h/2-d 2 ) = 0.45f CU bs(d-s/2) + f SC A' S (d-d') 0.45f CU bs(d-s/2) = e = M/N =
91463239 Nmm 463.4 mm
N(e+h/2-d 2 ) =
97262195 Nmm
To allow for the area of concrete displaced, f SC =
351.7 N/mm
f SC (d-d') =
126618 Nmm
2
IF((C117-C115)/C119<0,C73*C28/100,(C117-C115)/C For tension N = 0.45f CU bs + f SC A' S +f S A S
∴
A S = (0.45f CU bs - f SC A' S -N)/f S 0.45f CU bs =
240566 N
f SC A' S =
182893 N
∴
A' S =
Total steel required, A S REQ =
2
520 mm 2 1,040 mm
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
N/bh = 2
M/bh = 18.0
0.74 0.76
M‐N interaction diagram g
16.0 14.0 12.0
N N/bh
10.0 80 8.0 6.0
M‐N Interaction Diagram Load point
4.0 2.0
M/bh2
0.0 0.00
0.50
1.00
1.50
2.00
2.50
3.00
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
Date By
9-Jun-15 M Rampersad
Structural Frame RC Column Design
DESCRIPTION
RC COLUMN DESIGN
OUTPUT
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
References Used 1
Reinforced Concrete Design, 4th ed, Moseley & Bungey
2
BS8110: 1997, Structural Use of Concrete
3
STAAD Model analysis
4
ASTM A615: 04, Std. Spec for Deformed & Plain Carbon Steel Bars etc.
MEMBER GEOMETRY Geometric data
450
450.0
mm
450
Member depth, h =
450.0
mm
450
mm 2 N/mm
Cover to reinforcement =
40.0
Conc. compressive strength, fcu =
30.0
Tension rfct strength, fy =
420.0
Shear rfct strength, fyv =
280.0
N/mm N/mm2
Length between restraints, LO =
3500.0
mm
20.0
mm
450 40 00
4 4
Member width, b =
Nominal aggregate size
2
OK against cover
Min. allowable bar spacing =
25.0 mm
Effective depth, h' =
400.0 mm
400
Effective width, b' =
410.0 mm 2,160,000,000 Nm
410
bd2fcu term = Gross cross-sectional area, Ag =
202,500 mm
410
2
Check effective height & slenderness X-X axis condition at TOP
1.0
condition at BOTTOM
2.0
end restraint beta,
2 - Tbl 3.19 2 - Cl. 3.8.1.6.1
0.80 2,800 mm
Effective height (major axis), lex = LO =
2 - Cl. 3.8.1.3.
Classification (short or slender) =
6.2 Short
Y-Y axis condition at TOP
3.0
condition at BOTTOM
2.0
end restraint beta,
2 - Tbl 3.19 2 - Cl. 3.8.1.6.1
Effective height (minor axis), ley = LO =
2 -Cl. 3.8.1.3.
Classification (short or slender) =
0.95 3,325 mm 7.4 Short
Slenderness limit 2 - Cl. 3.8.1.7
Slenderness limit (LO should be <60* min dimension) =
27,000 mm
Slenderness limit OK
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
ULS LOAD DATA Axial load, N =
150.0 50.0
kN kNm
150kN
Moment about major axis, MX = Moment about minor axis, MY =
20.0
kNm
20kNm
Max shear force, V =
75.0
kN
STAAD Member Ref =
115
Load Case =
114
3
1 - Sxn 9.4.4
150kN 50kNm
1 - Tbl 9.4
20kNm
Check MX/h' =
125.0 kN
Check MY/b' =
48.8 kN
N/bdfcu =
0.02 [unitless]
coefficient beta, =
1.00 [unitless]
beta*(h'/b') =
0.98 [unitless]
50kNm
Since Mx/h'>My/b', Use single axis design moment about X-axis Use M'x as the design moment, M =
69.5 kNm
Total steel required, As req = (see supplemental calcs)
2 1,040 mm
REINFORCEMENT CHECKS 2 - Cl. 3.4.4.4
Calculation for reinforcement
Select bar diameter = Specify number of bars = Compression C i steel t l provided, id d As prov = Number of layers = Min. spacing between bars =
20 mm 4 Nr 2 1,260 mm 2 330.0 mm
Spacing OK
Provide 4Nr T20 bars in 2 layer(s) Check for minimum steel 2 - Tbl. 3.25
100 AS/AC =
0.62 %
2 - Cl. 3.12.5.3
Recommended value (Minimum) =
0.40 %
Min. steel OK
2 - Cl. 3.12.6.2
Recommended value (Maximum) =
4.00 %
Max. steel OK
SHEAR REINFORCEMENT CHECKS 2 - Cl. 3.4.5.2
Design (Actual) shear stress, = V/bvd V=
75.0 kN
bv = b =
450 0 mm 450.0
d=
400.0 mm
∴ Design (actual) shear stress, =
2 0.42 N/mm
CLIENT PROJECT Location Sub-Location
PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF 2 - Cl. 3.4.5.2
Date By
UNITED ENGINEERING SERVICES LTD.
DESCRIPTION Check limits, < lesser of 0.8√fcu or 5N/mm
OUTPUT
2
0.8√fcu =
2 4.38 N/mm
Shear limit OK
Design concrete shear stress, c =0.79*(100AS/bvd)1/3*(400/d)1/4*fcu multiplier /m (100AS prov/bvd)1/3 =
2-Tbl 3.8 Note 2 2-Tbl 3.8 Note 2 2-Tbl 3.8 Note 2
(400/d)
1/4
∴ c 2 - Tbl 3.16
2 - Tbl 3.7
=
fcu multiplier = =
0.89 [unitless] 1.00 [unitless] 2 1.06 N/mm 2 0.60 N/mm
Check range of to c
< c
Yes 0.74
c < < (c+0.4): Use Asv/sv = 0.4b/0.87fyv (c+0.4) < < 0.8√fcu (or 5.0): Use Asv/sv = b(-c)/0.87fyv
0 4 No 0.74 No -0.33
Shear reinforcement requirement Shear reinforcement ratio required, Asv/sv =
0.74
Select bar diameter =
10
Specify bar spacing =
150
Shear reinforcement ratio provided, Asv/sv = Provide R10 at 150mm centres
1.05
Use nominal links
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
Supplemental Calculation for A S REQ Note: This is an iterative process where an assumption is made for the steel provided (A' S ) and tested to see if this provides an intersection point on the M-N interaction diagram. 1. Guess an initial value of A' S 2. See if this results in a p point exactlyy on the curve of the M-N interaction diagram 3. If this does, then use Excel Goal-Seek to derive the depth of the neutral axis (x)
1-Eg 9.3
Try A S =
520 mm
Depth of neutral axis, x =
44.0 mm
compressive steel strain, tensile steel strain, Design yield strain,
sc = s =
y = f Y / M /E S =
2
0.0003 0.0283 0.0018
balanced neutral axis, x bal =
262.9 mm
Depth of stress block, s = 0.9x =
39.6 mm
strains OK neutral axis depth OK
From yield strain curve f SC (compression) = E S SC
63.6 N/mm
2
f SC (tension) = E S S
5663.7 N/mm
2
For compression N(e+h/2-d 2 ) = 0.45f CU bs(d-s/2) + f SC A' S (d-d') 0.45f CU bs(d-s/2) = e = M/N =
91463239 Nmm 463.4 mm
N(e+h/2-d 2 ) =
97262195 Nmm
To allow for the area of concrete displaced, f SC =
351.7 N/mm
f SC (d-d') =
126618 Nmm
2
IF((C117-C115)/C119<0,C73*C28/100,(C117-C115)/C For tension N = 0.45f CU bs + f SC A' S +f S A S
∴
A S = (0.45f CU bs - f SC A' S -N)/f S 0.45f CU bs =
240566 N
f SC A' S =
182893 N
∴
A' S =
Total steel required, A S REQ =
2
520 mm 2 1,040 mm
CLIENT PROJECT Location Sub-Location
Date By
UNITED ENGINEERING SERVICES LTD. PIARCO GENERATOR BUILDING
9-Jun-15 M Rampersad
Structural Frame RC Column Design
REF
DESCRIPTION
OUTPUT
N/bh = 2
M/bh = 18.0
0.74 0.76
M‐N interaction diagram g
16.0 14.0 12.0
N N/bh
10.0 80 8.0 6.0
M‐N Interaction Diagram Load point
4.0 2.0
M/bh2
0.0 0.00
0.50
1.00
1.50
2.00
2.50
3.00
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