ground floor beam
TRANSCRIPT
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Ground Floor Beam and Checking
(1/A-B)G and (4/A-B)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 2.5m) = 9.500 KN/m
Finishing/Flooring = (1.0 KN/m2X 2.5m) = 2.500 KN/m
Ceiling = (0.6 KN/m2X 2.5m) = 1.500 KN/m
Mechanical & Electrical = (0.5 KN/m2X 2.5m) = 1.250 KN/m
Brick Wall = (4.35 KN/m2
X 3.5m) = 15.23 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
31.780 KN/m
Live Load (LL):
Lobby = (5.0 KN/m2x 2.5m) = 12.500 kN/m
12.500 kN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.780 KN/m X 1.4) + (12.50 KN/m X 1.6)
=64.49 KN/m
Vmax=
Mmax=
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(2/A-B)Gand (3/A-B)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 5.0m) = 19.000 KN/m
Finishing/Flooring = (1.0 KN/m2X 5.0m) = 5.000 KN/m
Ceiling = (0.6 KN/m2X 5.0m) = 3.000 KN/m
Mechanical & Electrical = (0.5 KN/m2X 5.0m) = 2.500 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
31.03 KN/m
Live Load (LL):
Lobby = (5.0 KN/m2x 5m) = 25.00 KN/m
25.00 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.03 KN/m X 1.4) + (25.00 KN/m X 1.6)
= 83.44 KN/m
Vmax=
Mmax=
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(1/C-D)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 2.5m) = 9.500 KN/m
Finishing/Flooring = (1.0 KN/m2X 2.5m) = 2.500 KN/m
Ceiling = (0.6 KN/m2X 2.5m) = 1.500 KN/m
Mechanical & Electrical = (0.5 KN/m2X 2.5m) = 1.250 KN/m
Brick Wall = (4.35 KN/m2X 3.5m) = 15.23 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
31.780 KN/m
Live Load (LL):
Security room = (2.5 KN/m2x 2.5m) = 6.250 kN/m
6.250 kN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.780 KN/m X 1.4) + (6.25 KN/m X 1.6)
=54.492 KN/m
Vmax=
Mmax=
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(2/C-D)Gand (3/C-D)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 5.0m) = 19.000 KN/m
Finishing/Flooring = (1.0 KN/m2X 5.0m) = 5.000 KN/m
Ceiling = (0.6 KN/m2X 5.0m) = 3.000 KN/m
Mechanical & Electrical = (0.5 KN/m2X 5.0m) = 2.500 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
31.03 KN/m
Live Load (LL):
Cafetria = (2.0 KN/m2x 5m) = 10.00 KN/m
10.00 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.03 KN/m X 1.4) + (10.0 KN/m X 1.6)
= 59.44 KN/m
Vmax=
Mmax=
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(4/C-D)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 2.5m) = 9.500 KN/m
Finishing/Flooring = (1.0 KN/m2X 2.5m) = 2.500 KN/m
Ceiling = (0.6 KN/m2X 2.5m) = 1.500 KN/m
Mechanical & Electrical = (0.5 KN/m2X 2.5m) = 1.250 KN/m
Brick Wall = (4.35 KN/m2X 3.5m) = 15.23 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
31.780 KN/m
Live Load (LL):
Cafeteria = (2.0 KN/m2x 2.5m) = 5.0 kN/m
5.0 kN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.780 KN/m X 1.4) + (5.0 KN/m X 1.6)
=47.492 KN/m
Vmax=
Mmax=
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(1/B-C)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 2.5m) = 9.500 KN/m
Finishing/Flooring = (1.0 KN/m2X 2.5m) = 2.500 KN/m
Ceiling = (0.6 KN/m2X 2.5m) = 1.500 KN/m
Mechanical & Electrical = (0.5 KN/m2X 2.5m) = 1.250 KN/m
Brick Wall = (4.35 KN/m2X 3.5m) = 15.23 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
Allow for partition =
= 2.960 KN/m
34.74 KN/m
Live Load (LL):
Washroom = (2.0 KN/m2x 2.5m) = 5.00 kN/m
5.00 kN/m
Design Load = (DLX1.4) + (LLX1.6)
= (34.74 KN/m X 1.4) + (5.00 KN/m X 1.6)
= 56.64 KN/m
Vmax=
Mmax=
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(2/B-C)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 5.0m) = 19.000 KN/m
Finishing/Flooring = (1.0 KN/m2X 5.0m) = 5.000 KN/m
Ceiling = (0.6 KN/m2X 5.0m) = 3.000 KN/m
Mechanical & Electrical = (0.5 KN/m2X 5.0m) = 2.500 KN/m
Brick partition (Internal) = (2.5 KN/m2X 3.5m) = 8.75 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
Allow for partition =
= 2.960 KN/m
43.01 KN/m
Live Load (LL):
Washroom = (2.0 KN/m2x 2.5m) = 5.000 KN/m
Corridor = (2.0 KN/m2x 2.5m) = 5.000 KN/m
10.00 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (43.01 KN/m X 1.4) + (10.00 KN/m X 1.6)
= 76.21 KN/m
Vmax=
Mmax=
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(3/B-C)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 5.0m) = 19.000 KN/m
Finishing/Flooring = (1.0 KN/m2X 5.0m) = 5.000 KN/m
Ceiling = (0.6 KN/m2X 5.0m) = 3.000 KN/m
Mechanical & Electrical = (0.5 KN/m2X 5.0m) = 2.500 KN/m
Staircase = (9.0 KN/m2X 2.5m) = 22.500 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
Allow for partition =
= 2.960 KN/m
56.76 KN/m
Live Load (LL):
Corridor = (2.0 KN/m2x 2.5m) = 5.000 KN/m
Staircase = (4.0 KN/m2x 2.5m) = 10.000 KN/m
15.00 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (56.76 KN/m X 1.4) + (15.00 KN/m X 1.6)
= 103.46 KN/m
Vmax=
Mmax=
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(4/B-C)G
Dead Load (DL):
Slab Weight (150 mm) (Assume) = (3.8 KN/m2X 2.5m) = 9.5000 KN/m
Finishing/Flooring = (1.0 KN/m2X 2.5m) = 2.5000 KN/m
Ceiling = (0.6 KN/m2X 2.5m) = 1.5000 KN/m
Mechanical & Electrical = (0.5 KN/m2X 2.5m) = 1.250 KN/m
Brick Wall = (4.35 KN/m2X 3.5m) = 15.23 KN/m
Staircase = (9.0 KN/m2
X 2.5m) = 22.500 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
Allow for partition =
= 2.960 KN/m
57.24 KN/m
Live Load (LL):
Corridor = (2.0 KN/m2x 2.5m) = 5.000 KN/m
Staircase = (4.0 KN/m2x 2.5m) = 10.000 KN/m
15.00 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (57.24 KN/m X 1.4) + (15.00 KN/m X 1.6)
= 104.14 KN/m
Vmax=
Mmax=
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(4/B-C)G-G
Dead Load (DL):
Brick Wall = (4.35 KN/m2X 1.75m) = 7.61 KN/m
Staircase = (9.0 KN/m2X 2.5m) = 22.500 KN/m
Self-weight of Beam (Assume) = (1.8 KN/m) = 1.800 KN/m
31.91 KN/m
Live Load (LL):
Staircase = (4.0 KN/m2
x 2.5m) = 10.000 KN/m
10.00 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.91 KN/m X 1.4) + (10.00 KN/m X 1.6)
= 60.67 KN/m
Vmax=
Mmax=
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Summary
Using steel Grade S275 = 275 N/mm2
Beam Without Self-Weight of
Beam
Plastic Modulus,
Sx(cm3)
Sx=
Section Designation
Vmax(KN) Mmax(KN.m)
(1/A-B)G 386.94 1160.82 4221.16 610x305x149
(2/A-B)G 500.64 1501.92 5461.53 615x305x179
(3/A-B)G 500.64 1501.92 5461.53 686x254x152
(4/A-B)G 386.94 1160.82 4221.16 610x305x149
(1/B-C)G 311.52 856.68 3115.20 610x229x125
(2/B-C)G 419.16 1152.68 4191.56 615x305x179
(3/B-C)G 569.03 1564.83 5690.29 762x267x173
(4/B-C)G 572.77 1575.12 5727.70 762x267x173
(4/B-C)G-G 333.69 917.63 3336.84 610x229x125
(1/C-D)G 326.95 980.86 3566.76 610x229x125
(2/C-D)G 380.64 1141.92 4152.44 610x305x149
(3/C-D)G 380.64 1141.92 4152.44 610x305x149
(4/C-D)G 356.64 1069.92 3890.62 610x229x140
For section designation of UB 610 X 305 X 149, the highest shear and moment is use to
check for shear capacity, moment capacity and deflection check. If the highest value of
shear and moment passes the checking, so do the lowest value of shear and moment.
Same goes to section designation of UB 762 X 267 X 173.
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Element UB 610 X 305 X 149 UB 762 X 267 X 173
Depth of section, D (mm) 609.6 762
Web thickness, t (mm) 11.9 14.3
Flange thickness, T (mm) 19.7 21.6Root Radius, r (mm) 16.5 16.5
Depth between Fillets, d (mm) 537.2 685.8
Ratio for buckling flange, b/T 7.74 6.17
Ratio for buckling web, d/t 45.1 48
Second moment of area, Ix(cm4) 125000 205000
Radius of gyration, rx(cm) 25.6 30.5
Elastic modulus, Zx(cm3
) 4090 5390Plastic modulus, Sx(cm
3) 4570 6200
Area of section, A (cm2) 190 2200
Source: BS 5950-1: 2000 (BS 4-1: 2005)
BS 5950-1: 2000 Table 9
Checking for UB 762 X 267 X 173 (Vmax = 572.77 KN; Mmax = 1575.12 KNm)
Assumed the UB section is rolled, and its carry plaster finish.
BS 5950-1: 2000
Web thickness, t = 14.3 < 16 mm, py= 275 N/mm2
Flange thickness, T = 21.6 < 40 mm, py= 265 N/mm2
The parameter, Flange, b/T = 6.17 < 9
Class 1 Plastic
Web, d/t = 48 < Class 1 PlasticHence, the section is categorized as plastic.
Table 9
Table 11
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Shear Capacity, Pv= 0.66pyAv , Av= tD
= 0.6(265)(14.3 x 762)
= 1732.56 KN
Maximum design shear, Vmax
= 572.77 KN
Since Vmax Pv[Safe!]
Hence, design shear is within allowable limits
Since d/t = 48 mm < 70[Rolled] Shear buckling check is
not necessary
Clause 4.2.3
Clause 4.4.5
Moment Capacity, Mc
Vmax 0.6 Pv[Low Shear] ; Vmax > 0.6 Pv [High Shear]572.77 KN 1039.54 KN [Low Shear]
Previously, the section was categorized as plastic.
Hence, Moment Capacity, Mc= pyS
Moment Capacity, Mcx=pySx[Considering Major axis, x-x]
Mcx= 265(6200 x 103) = 1643 KNm
Maximum design moment, Mmax= 1575.12 KNmSince Mmax Mcx [Safe!]
Hence, design moment is within allowable limits
To avoid deflection Mcx 1.2 pvZx:
1643 KNm 11206.2 KNm
Hence, Mcx= 1643 KNm
Clause 4.2.5
Clause 4.2.5.1
Deflection of beam
The maximum unfactored imposed load is 17.5 KN/m
Therefore, the serviceability loads may be taken as
unfactored imposed load, 1= 17.5 KN/m
Clause 2.5
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Second moment of area, Ix= 205000 cm4= 0.00205 m4
Youngs modulus, E = 205 kN/mm2= 205 x 106KN/m2
Longest Span of beam = 12 m
Beam carrying plaster finish,
Deflection limit, Since, < Deflection is within the allowablelimit.
Table 8
Web Bearing
= t + 1.6r + 2T = 14.3 + 1.6(16.5) + 2(21.6) = 83.90mm
K = T + r = 21.6 + 16.5 = 38.1 mm [Rolled]
= [83.90 + (2 x 38.1)](14.3)(275) = 629.59 KN
Since, Vmax< [Safe!]Bearing Stiffener is not required
Clause 4.5.2
Web Buckling
= 41.95 mm,0.7d = 0.7 (685.8) = 480.06 mm
Since ae< 0.7d,
Web buckling resistance, Px=
()
= 582.18 KN
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Since Vmax< Px[Safe!]
Safe against buckling. Load carrying stiffener is not
required.
Checking for UB 610 X 305 X 149 (Vmax= 386.94 KN; Mmax= 1160.82 KNm)
Assumed the UB section is rolled, and its carry plaster finish.
BS 5950-1: 2000
Web thickness, t = 11.9 < 16 mm, py= 275 N/mm2
Flange thickness, T = 19.7 < 40 mm, py= 265 N/mm
2
The parameter, Flange, b/T = 7.74 < 9 Class 1 PlasticWeb, d/t = 45.1 < Class 1 PlasticHence, the section is categorized as plastic.
Table 9
Table 11
Shear Capacity, Pv= 0.66pyAv , Av= tD
= 0.6(265)(11.9 x 609.6)
= 1153.42 KN
Maximum design shear, Vmax= 386.94 KN
Since Vmax Pv[Safe!]
Hence, design shear is within allowable limits
Since d/t = 45.1 mm < 70[Rolled] Shear buckling check
is not necessary
Clause 4.2.3
Clause 4.4.5
Moment Capacity, Mc
Vmax 0.6 Pv[Low Shear] ; Vmax > 0.6 Pv [High Shear]
Clause 4.2.5
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386.94 KN 692.05 KN [Low Shear]
Previously, the section was categorized as plastic.
Hence, Moment Capacity, Mc= pyS
Moment Capacity, Mcx=pySx[Considering Major axis, x-x]
Mcx= 265(4570 x 103) = 1211.05 KNm
Maximum design moment, Mmax= 1160.82 KNm
Since Mmax Mcx [Safe!]
Hence, design moment is within allowable limits
To avoid deflection Mcx 1.2 pvZx:
1160.82 KNm 1300.62KNm
Hence, Mcx= 1160.82 KNm
Clause 4.2.5.1
Deflection of beam
The maximum unfactored imposed load is 17.5 KN/m
Therefore, the serviceability loads may be taken as
unfactored imposed load, 1= 17.5 KN/m
Second moment of area, Ix= 125000 cm4= 0.00125 m4
Youngs modulus, E = 205 kN/mm2= 205 x 106KN/m2
Longest Span of beam = 12 m
Beam carrying plaster finish,
Deflection limit,
Since, < Deflection is within the allowablelimit.
Clause 2.5
Table 8
Web Bearing
Clause 4.5.2
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= t + 1.6r + 2T = 11.9 + 1.6(16.5) + 2(19.7) = 77.70mm
K = T + r = 19.7 + 16.5 = 36.2 mm [Rolled]
= [77.70 + (2 x 36.2)](11.9)(275) = 491.20 KN
Since, Vmax< [Safe!]Bearing Stiffener is not required
Web Buckling
= 38.85 mm,
0.7d = 0.7 (537.2) = 376.04 mm
Since ae< 0.7d,
Web buckling resistance, Px=
()
= 280.97 KN
=
= 8804.66 KN
Since Vmax< Px[Safe!]
Safe against buckling. Load carrying stiffener is not
required.
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(D/1-2)G , (D/2-3)G, (D/3-4)G, (A/1-2)G, (A/2-3)G, (A/3-4)G
Dead Load (DL):
Brick Wall = (4.35 KN/m2X 3.5m) = 15.23 KN/m
Self-weight of Beam (Assume) = (0.30 KN/m) = 0.300 KN/m
15.530 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (31.780 KN/m X 1.4) + (0 X 1.6)
=21.74 KN/m
Vmax=
Mmax=
(B/1-2)G , (B/2-3)G, (B/3-4)G, (C/1-2)G, (C/2-3)G, (C/3-4)G
Dead Load (DL):
Brick partition (Internal) = (2.5 KN/m2X 3.5m) = 8.750 KN/m
Self-weight of Beam (Assume) = (0.30 KN/m) = 0.300 KN/m
9.050 KN/m
Design Load = (DLX1.4) + (LLX1.6)
= (9.050 KN/m X 1.4) + (0 X 1.6)
=12.67 KN/m
Vmax=
Mmax=
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Summary
Using steel Grade S275 = 275 N/mm2
Beam Without Self-Weight of
Beam
Plastic Modulus,
Sx(cm3)
Sx=
Section Designation
Vmax(KN) Mmax(KN.m)
(A/1-2)G 54.35 67.94 247.16 203 x 133 x 30
(A/2-3)G 54.35 67.94 247.16 203 x 133 x 30
(A/3-4)G 54.35 67.94 247.16 203 x 133 x 30
(B/1-2)G 31.68 39.59 143.96 203 x 102 x 23
(B/2-3)G 31.68 39.59 143.96 203 x 102 x 23
(B/3-4)G 31.68 39.59 143.96 203 x 102 x 23
(C/1-2)G 31.68 39.59 143.96 203 x 102 x 23
(C/2-3)G 31.68 39.59 143.96 203 x 102 x 23
(C/3-4)G 31.68 39.59 143.96 203 x 102 x 23
(D/1-2)G 54.35 67.94 247.16 203 x 133 x 30
(D/2-3)G 54.35 67.94 247.16 203 x 133 x 30
(D/3-4)G 54.35 67.94 247.16 203 x 133 x 30
Element UB 203 x 102 x 23 UB 203 x 133 x 30
Depth of section, D (mm) 203.2 206.8
Web thickness, t (mm) 5.2 6.3
Flange thickness, T (mm) 9.3 9.6
Root Radius, r (mm) 7.6 7.6Depth between Fillets, d (mm) 169.4 172.3
Ratio for buckling flange, b/T 5.46 6.97
Ratio for buckling web, d/t 32.6 27.3
Second moment of area, Ix(cm4) 2090 2890
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Radius of gyration, rx(cm) 8.49 8.72
Elastic modulus, Zx(cm3) 206 279
Plastic modulus, Sx(cm3) 232 313
Area of section, A (cm
2
) 29 38Source: BS 5950-1: 2000 (BS 4-1: 2005)
BS 5950-1: 2000 Table 9
Checking for UB 203 x 133 x 30 (Vmax = 54.35 KN; Mmax = 67.34 KNm)
Assumed the UB section is rolled, and its carry plaster finish.
BS 5950-1: 2000
Web thickness, t = 6.3 < 16 mm, py= 275 N/mm2
Flange thickness, T = 9.6 < 16 mm, py= 275 N/mm2
The parameter, Flange, b/T = 6.97 < 9 Class 1 PlasticWeb, d/t = 27.3 < Class 1 PlasticHence, the section is categorized as plastic.
Table 9
Table 11
Shear Capacity, Pv= 0.66pyAv , Av= tD
= 0.6(275)(6.3 x 206.8)
= 214.97 KN
Maximum design shear, Vmax= 54.35 KN
Since Vmax Pv[Safe!]
Hence, design shear is within allowable limits
Since d/t = 27.3 mm < 70[Rolled] Shear buckling check
is not necessary
Clause 4.2.3
Clause 4.4.5
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Moment Capacity, Mc
Vmax 0.6 Pv[Low Shear] ; Vmax > 0.6 Pv [High Shear]
54.35 KN 128.98 KN [Low Shear]
Previously, the section was categorized as plastic.
Hence, Moment Capacity, Mc= pyS
Moment Capacity, Mcx=pySx[Considering Major axis, x-x]
Mcx= 275(313 x 103) = 86.08 KNm
Maximum design moment, Mmax= 67.34 KNm
Since Mmax Mcx [Safe!]
Hence, design moment is within allowable limits
To avoid deflection Mcx 1.2 pvZx:
86.08 KNm 92.07 KNm
Hence, Mcx= 86.08 KNm
Clause 4.2.5
Clause 4.2.5.1
Deflection of beam
Because the BS code required unfactored imposed load (live
load), since this is one-way slab, no imposed load is being
transfer to this vertical beam, hence, the deflection is
zero.
Clause 2.5
Web Bearing
= t + 1.6r + 2T = 6.3 + 1.6(7.6) + 2(9.6) = 37.66 mmK = T + r = 9.6 + 7.6 = 17.2 mm [Rolled]
= [37.66 + (2 x 17.2)](6.3)(275) = 124.84 KN
Since, Vmax< [Safe!]Bearing Stiffener is not required
Clause 4.5.2
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Web Buckling
= 18.83 mm,0.7d = 0.7 (172.3) = 120.61 mm
Since ae< 0.7d,
Web buckling resistance, Px=
()
= 102.00 KN
Since Vmax< Px[Safe!]Safe against buckling. Load carrying stiffener is not
required.
Checking for UB 203 x 102 x 23 (Vmax = 31.68 KN; Mmax = 39.59 KNm)
Assumed the UB section is rolled, and its carry plaster finish.
BS 5950-1: 2000
Web thickness, t = 5.3 < 16 mm, py= 275 N/mm2
Flange thickness, T = 9.3 < 16 mm, py= 275 N/mm2
The parameter, Flange, b/T = 5.46 < 9 Class 1 PlasticWeb, d/t = 32.6 < Class 1 PlasticHence, the section is categorized as plastic.
Table 9
Table 11
Shear Capacity, Pv= 0.66pyAv , Av= tD Clause 4.2.3
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= 0.6(275)(5.2 x 203.2)
= 174.35 KN
Maximum design shear, Vmax= 31.68 KN
Since Vmax
Pv[Safe!]
Hence, design shear is within allowable limits
Since d/t = 32.6 mm < 70[Rolled] Shear buckling check
is not necessary
Clause 4.4.5
Moment Capacity, Mc
Vmax 0.6 Pv[Low Shear] ; Vmax > 0.6 Pv [High Shear]
31.68 KN 104.61 KN [Low Shear]
Previously, the section was categorized as plastic.
Hence, Moment Capacity, Mc= pyS
Moment Capacity, Mcx=pySx[Considering Major axis, x-x]
Mcx= 275(232 x 103) = 63.80 KNm
Maximum design moment, Mmax= 39.59 KNm
Since Mmax Mcx [Safe!]
Hence, design moment is within allowable limits
To avoid deflection Mcx 1.2 pvZx:
63.80 KNm 67.98 KNm
Hence, Mcx= 63.80 KNm
Clause 4.2.5
Clause 4.2.5.1
Deflection of beam
Because the BS code required unfactored imposed load (live
load), since this is one-way slab, no imposed load is being
transfer to this vertical beam, hence, the deflection is
zero.
Clause 2.5
Web Bearing Clause 4.5.2
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8/11/2019 Ground Floor Beam
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= t + 1.6r + 2T = 5.2 + 1.6(7.6) + 2(9.3) = 35.96 mmK = T + r = 9.3 + 7.6 = 16.90 mm [Rolled]
= [35.96 + (2 x 16.90)](5.2)(275) = 99.76 KN
Since, Vmax< [Safe!]Bearing Stiffener is not required
Web Buckling
= 17.98 mm,
0.7d = 0.7 (169.4) = 118.58 mm
Since ae< 0.7d,
Web buckling resistance, Px=
()
= 69.43 KN
Since Vmax< Px[Safe!]
Safe against buckling. Load carrying stiffener is not
required.