Documentation 5950UBUC 20081120

UB & UC Member Design to BS 5950-1:2000

UBUCmemberSheet Design Options

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Data Storage NoteAt present data can be stored for 200 member design checks. Using the StoreReference Numbers 1001 to 1200, this data can be retrieved & modified.

Additional data rows in multiples of 10 can also be added and or deletedto suit design needs. Two click buttons in the header of worksheet "Store"can be used for this purpose.

Effective Section Properties - Aeff & Seff

Equivalent Uniform Factor, mLT - Lateral Torsional Buckling

Equivalent Uniform Moment Factors mx, my - Flexural Buckling

UB/UC Member Design using Simplified Method

CHS Member Design Using More Exact Method

Design Table - Web Bearing & Buckling

UB/UC Section Properties

Revision History

Terms and Conditions of Use

User Notes

Template Features

Notations

Member Design Data Store Worksheet

Design Table - Axial, Shear & Bending Capacity

Member Output Worksheet

File: UBUCmember20081120-.xlt Tab: Home Date Printed: 05/02/2009

Company: ABC Consulting 2009 Techno Consultants

Address: A Road UBUCmember20081120

B Town Non-registered copy

Tel: +12 345 678 9012 Fax +12 345 678 3456 Made by Date Page No

Project: Steelwork Construction SURK 05Jan2008 2003

Client: Designer Checked Job No Revision

Element: Member 1001 123456789 A

Load Capacity of UB Member Section to BS5950-1:2000- Simplified MethodMember Ref: Example Member-1091

Section: UB 457x191x74 kg/m Section No: 41 Member Store No: 1091

D mm B mm Ag cm2 t mm T mm d mm rxx cm Zxx cm3 Sxx cm3457 190.4 94.6 9 14.5 407.6 18.8 1460 1650

M kg/m E N/mm2 Aeff cm2 u x v ryy cm Zyy cm3 Syy cm374.3 205000 94.60 0.877 33.8 0.9236 4.2 176 272

Steel Grade S275Support Type Moment capacity limit factor: 1.20 Sxeff cm3

Effective Length: LEX,m 12.995 Slenderness ratiox : Lex / rx 69.12 pc N/mm2 225.07 1568.08

Effective Length: LEY,m 3.885 Slenderness ratioy : Ley / ry 92.50 pc N/mm2 155.42 Syeff cm3

Effective Length: LLT,m 3.885 Slenderness ratio : Leb / ry 92.50 pb N/mm2 181.07 272.00

Equivalent Uniform Moment Factors for Buckling Resistance: Max.Thickness ε β w

Factor mx for axial Flexural Buckling about x-axis (Table 26) 1.00 14.5 mm 1.000 0.950350385Factor my for axial Flexural Buckling about y-axis (Table 26) 1.00

Factor mLT for Lateral-torsional buckling 1.00 Section Classification (Cl 3.5, Table 11)Factored Applied Loads: Flange, b/T: 6.57 Class 1 Plastic

Axial Fcz , kN 1430.682 Compression Web, d/t: 45.29 Class 3 Semi-compact

Shear Fvy, kN 0.004 Abs[Fvy/Pvy] 0.0000 < 1, OK Overall section classification is: Class 3 Semi-compact

Shear Fvx, kN 1.665 Abs[Fvx/Pvx] 0.0021 < 1, OK Design Strength: Moment My, kNm 2.129 Perry Factor & Robertson Constants py 275.0 N/mm2 pyr 275.0 N/mm2 Moment Mx, kNm 0.038 Section Type x-axis: 2 Moment MLT, kNm 0.038 UB y-axis: 3.5 Shear & Moment Capacities:

Low Fvy shear, Fvy / Pvy <0.6 Low Fvx shear, Fvx/Pvx <0.6Member in Axial Compression, Shear & Bending Pvy, kN 678.6 Pvx, kN 781.2

Cross-section Capacity to Cl 4.8.3.2 Svx, cm3 NA Svy, cm3 NA

Abs[Fc / Ag py] Abs[Mx/Mcx] Abs[My/Mcy] Abs[Usage] y NA x NA

0.550 0.000 0.037 0.587 < 1, OK Mcx, kNm 431.22 Mcy, kNm 58.08

Axial Buckling Resistance using Cl 4.8.3.3.1 Compression/Tension Capacity: Pz,Pt=Ag py kN 2601.50Fc / Pc Abs[mxMx/pyZx] Abs[myMy/pyZy] Abs[Usage] Pcx, kN 2129.2 Pcy, kN 1470.30.973 0.000 0.044 1.017 >1, Failed Pc, kN 1470.3 Pz=Ag py, kN 2601.50

Lateral Torsional Buckling Resistance using Cl 4.8.3.3.1 Buckling Resistance Moments:Fc / Pc Abs[mLT MLT/Mb] Abs[myMy/pyZy] Abs[Usage] py Zx, kN-m 401.5 py Zy, kN-m 48.40.973 0.000 0.044 1.017 >1, Failed λLT 73.04 Mb, kN-m 283.9

Simple

File: UBUCmember20081120-.xlt Tab: SimpleDesign Date Printed: 05/02/2009

Axial Compression, Shear & Bending Capacity - Steel Grade: S275 - Design Type: Normal Design Using Mb - End Supports:Simply-supported/Cantilever

Material Strength Section Lex, m Ley, m LET, m Fz/Pz Fvy/Pvy Fvx/Pvx Axial Load Capacities Shear Capacities Moment Capacities

Sec Section py pyr Class 12.995 4.852 4.852 0.537816 0.1 0 Pt,Pz Pzeff Pcx Pcy Pvy Pvx py Zx py Zy Mb Mcx Mcy

No Serial Size N/mm2 N/mm2 x y LT Fz, kN Fvy, kN Fvx, kN kN kN kN kN kN kN kNm kNm kNm kNm kNm

048 UB 406x178x74 275 275.0 Class 1 76.44 120.10 89.68 1397.65 64.71 0.00 2598.75 2598.75 1993.70 1018.00 647.06 807.84 363.00 47.30 216.24 412.50 56.76049 UB 406x178x67 275 275.0 Class 3 w 76.89 121.60 91.97 1264.54 59.44 0.00 2351.25 2351.25 1795.75 903.12 594.45 722.01 327.25 42.08 186.52 367.36 50.49050 UB 406x178x60 275 275.0 Class 3 w 77.35 122.22 92.35 1131.43 52.97 0.00 2103.75 2103.75 1599.36 801.64 529.74 646.27 291.50 37.13 158.03 312.92 44.55051 UB 406x178x54 275 275.0 Class 3 w 78.76 126.03 95.34 1020.51 51.15 0.00 1897.50 1897.50 1421.83 688.32 511.50 550.34 255.75 31.63 132.26 273.01 37.95052 UB 406x140x46 275 275.0 Class 3 w 79.24 160.13 113.55 866.69 45.24 0.00 1611.50 1611.50 1201.42 388.80 452.39 450.39 213.95 20.82 82.90 219.23 24.98053 UB 406x140x39 275 275.0 Class 3 w 81.73 169.06 120.04 735.06 42.03 0.00 1366.75 1366.75 991.57 299.37 420.29 345.84 172.98 15.90 60.55 174.27 19.07054 UB 356x171x67 275 275.0 Class 1 86.06 121.60 88.05 1264.54 54.56 0.00 2351.25 2351.25 1621.09 903.12 545.65 765.18 294.25 43.18 178.43 332.75 51.81055 UB 356x171x57 275 275.0 Class 1 87.21 124.09 92.88 1073.75 47.85 0.00 1996.50 1996.50 1356.98 742.50 478.47 633.59 246.40 35.48 139.24 277.75 42.57056 UB 356x171x51 275 275.0 Class 3 w 87.80 125.70 95.05 959.87 43.35 0.00 1784.75 1784.75 1204.12 650.14 433.46 560.48 218.90 31.08 117.36 241.25 37.29057 UB 356x171x45 275 275.0 Class 3 w 89.62 129.04 97.93 847.46 40.59 0.00 1575.75 1575.75 1038.75 550.02 405.87 472.76 188.93 26.07 95.43 204.19 31.28058 UB 356x127x39 275 275.0 Class 3 w 90.87 181.04 123.30 736.54 38.49 0.00 1369.50 1369.50 888.17 265.08 384.85 379.44 158.40 15.62 56.28 168.87 18.74059 UB 356x127x33 275 275.0 Class 3 w 92.82 188.06 129.54 622.66 34.55 0.00 1157.75 1157.75 731.70 209.09 345.51 301.43 130.08 12.29 41.39 134.30 14.75060 UB 305x165x54 275 275.0 Class 1 99.96 123.46 88.47 1017.55 40.46 0.00 1892.00 1892.00 1083.74 709.41 404.61 646.96 207.35 34.93 124.02 232.65 41.91061 UB 305x165x46 275 275.0 Class 1 99.96 124.41 92.60 868.17 33.89 0.00 1614.25 1614.25 924.64 597.88 338.95 557.23 177.65 29.70 99.66 198.00 35.64062 UB 305x165x40 275 275.0 Class 3 w 100.74 125.70 94.48 758.72 30.04 0.00 1410.75 1410.75 799.31 513.90 300.37 481.67 154.00 25.47 81.05 165.31 30.56063 UB 305x127x48 275 275.0 Class 1 103.96 177.08 110.22 905.14 46.18 0.00 1683.00 1683.00 910.99 339.11 461.84 483.58 169.40 20.24 77.29 195.53 24.29064 UB 305x127x42 275 275.0 Class 1 104.80 179.70 116.42 789.78 40.55 0.00 1468.50 1468.50 785.46 288.11 405.50 417.95 146.85 17.22 61.48 168.85 20.66065 UB 305x127x37 275 275.0 Class 1 105.65 181.72 121.59 698.09 35.66 0.00 1298.00 1298.00 685.89 249.54 356.60 369.59 129.53 14.99 50.49 148.23 17.99066 UB 305x102x33 275 275.0 Class 3 w 103.96 225.67 140.97 618.22 34.05 0.00 1149.50 1149.50 622.21 148.13 340.53 307.29 114.40 10.42 34.76 129.38 12.51067 UB 305x102x28 275 275.0 Class 3 w 106.52 233.27 148.01 530.96 30.56 0.00 987.25 987.25 515.28 119.57 305.61 250.38 95.70 8.39 25.71 103.77 10.07068 UB 305x102x25 275 275.0 Class 3 w 109.20 246.29 157.05 467.36 29.20 0.00 869.00 869.00 436.52 95.02 291.98 199.17 80.30 6.66 19.36 86.32 7.99069 UB 254x146x43 275 275.0 Class 1 119.22 137.84 92.35 810.49 30.84 0.00 1507.00 1507.00 656.99 471.36 308.40 528.44 138.60 25.30 78.61 155.65 30.36070 UB 254x146x37 275 275.0 Class 1 120.32 139.43 97.31 698.09 26.61 0.00 1298.00 1298.00 557.23 398.22 266.11 453.55 119.08 21.45 62.62 132.83 25.74071 UB 254x146x31 275 275.0 Class 1 123.76 144.40 104.34 587.16 24.89 0.00 1091.75 1091.75 446.92 315.48 248.89 357.84 96.53 16.86 46.25 108.08 20.23072 UB 254x102x28 275 275.0 Class 1 123.76 218.56 133.77 533.92 27.07 0.00 992.75 992.75 406.39 135.82 270.69 284.82 84.70 9.60 28.41 97.08 11.52073 UB 254x102x25 275 275.0 Class 1 126.17 225.67 142.22 473.28 25.46 0.00 880.00 880.00 348.58 113.40 254.63 239.25 73.15 8.03 22.28 84.15 9.64074 UB 254x102x22 275 275.0 Class 1 128.66 235.53 151.88 414.12 23.89 0.00 770.00 770.00 294.86 91.58 238.89 193.68 61.60 6.46 16.90 71.23 7.76075 UB 203x133x30 275 275.0 Class 1 149.20 153.06 98.35 564.98 21.84 0.00 1050.50 1050.50 309.00 274.42 218.38 363.53 77.00 15.81 40.12 86.35 18.98076 UB 203x133x25 275 275.0 Class 1 151.81 156.52 105.47 473.28 19.11 0.00 880.00 880.00 250.78 221.05 191.11 295.37 63.25 12.71 29.90 70.95 15.25077 UB 203x102x23 275 275.0 Class 1 153.61 205.59 121.05 434.82 18.11 0.00 808.50 808.50 225.50 123.93 181.05 266.27 56.93 8.86 22.07 64.35 10.63078 UB 178x102x19 275 275.0 Class 1 173.73 204.73 120.68 359.40 14.08 0.00 668.25 668.25 148.34 103.23 140.82 226.18 42.08 7.43 16.20 47.03 8.91079 UB 152x89x16 275 275.0 Class 1 202.73 231.05 122.33 300.24 11.32 0.00 558.25 558.25 92.56 68.84 113.16 192.56 29.98 5.56 11.41 33.83 6.67080 UB 127x76x13 275 275.0 Class 1 242.90 263.70 121.96 244.03 8.38 0.00 453.75 453.75 53.19 43.61 83.82 162.52 20.52 4.04 7.85 23.16 4.85081 UC 356x406x634 245 245.0 Class 1 70.63 44.11 25.88 10646.60 332.09 0.00 19796.00 19796.00 13321.53 15768.64 3320.87 7668.85 2842.00 1134.35 3479.00 3410.40 1361.22082 UC 356x406x551 245 245.0 Class 1 72.19 44.51 26.98 9249.90 281.96 0.00 17199.00 17199.00 11387.24 13647.17 2819.57 6722.69 2440.20 967.75 2964.50 2928.24 1161.30083 UC 356x406x467 255 255.0 Class 1 74.26 45.35 28.48 8160.01 239.14 0.00 15172.50 15172.50 9726.78 11887.33 2391.43 6012.31 2136.90 838.95 2550.00 2550.00 1006.74084 UC 356x406x393 255 255.0 Class 1 75.99 46.21 30.11 6870.87 196.17 0.00 12775.50 12775.50 8034.40 9925.01 1961.67 5100.10 1785.00 693.60 2096.10 2096.10 832.32085 UC 356x406x340 255 255.0 Class 1 77.35 46.65 31.36 5938.29 165.40 0.00 11041.50 11041.50 6839.18 8540.44 1653.97 4447.04 1537.65 594.15 1785.00 1785.00 712.98086 UC 356x406x287 265 265.0 Class 1 78.76 47.11 32.77 5216.28 141.44 0.00 9699.00 9699.00 6567.70 7987.61 1414.36 3931.99 1346.20 514.10 1539.65 1539.65 616.92087 UC 356x406x235 265 265.0 Class 1 79.72 47.57 34.36 4261.38 111.47 0.00 7923.50 7923.50 5308.48 6501.63 1114.65 3253.32 1099.75 416.05 1242.85 1242.85 499.26088 UC 356x368x202 265 265.0 Class 1 80.71 50.54 37.30 3662.80 98.28 0.00 6810.50 6810.50 4512.51 5455.19 982.76 2767.95 938.10 333.90 1031.44 1052.05 400.68089 UC 356x368x177 265 265.0 Class 1 81.73 50.86 38.27 3220.98 84.30 0.00 5989.00 5989.00 3922.77 4784.51 843.03 2439.90 821.50 291.50 891.42 916.90 349.80090 UC 356x368x153 265 265.0 Class 1 82.25 51.13 39.31 2779.16 70.80 0.00 5167.50 5167.50 3364.70 4118.99 707.96 2122.10 710.20 251.22 758.32 787.05 301.46091 UC 356x368x129 265 265.0 Class 3 f 83.30 51.45 40.25 2337.35 58.80 0.00 4346.00 4346.00 2795.51 3454.73 588.02 1794.04 598.90 210.15 622.51 651.48 252.17092 UC 305x305x283 255 255.0 Class 1 87.80 58.67 35.64 4937.15 149.79 0.00 9180.00 9180.00 5033.31 6268.69 1497.88 3587.67 1101.60 390.15 1302.89 1303.05 468.18093 UC 305x305x240 265 265.0 Class 1 89.62 59.53 37.67 4361.15 128.91 0.00 8109.00 8109.00 4834.54 5996.71 1289.09 3187.29 964.60 339.20 1100.70 1126.25 407.04094 UC 305x305x198 265 265.0 Class 1 91.51 60.35 40.02 3591.53 103.22 0.00 6678.00 6678.00 3888.66 4900.28 1032.24 2654.67 795.00 275.60 872.85 911.60 330.72

File: 05/02/2009 Tab: Axial+Shear+Bending Page 2/4 Date Printed: 05/02/2009


Bearing & Buckling Capacity of UB & UC Sections

Section Size Flange, T 11 mmRoot, r 10.2 mmWeb, t 7.2 mm

d 160.8 mmS355

pyw 355 N/mm2

(275/py)^0.5 0.8801408Section Depth, D 203.2Section Width, B 203.6

Unstiffened Web Bearing Capacity Pbw to Clause 4.5.2.1:Stiff Bearing Length, b1 228.2 mm

Beam end to stiff bearing edge, be 0 mmk=T+r 21.2 mm

n=(2+0.6 be/k) <=5 2.0000Effective Bearing Length, b1+nk 270.6 mm

Pbw=(b1+nk) t pyw 691.7 kNUnstiffened Web Buckling Capacity Px to Clause 4.5.3.1: Proximity to beam end: Distance from Load to beam end, ae 114.1 Reduction factor for proximity to beam end, K1

K1 = (ae+0.7d)/1.4d <=1 1.0000 Flange Restraints for Position & Direction:

Le/d ratio: 1 Reduction factor for restraint, K2

K2 = 0.7 d/Le 0.7

Px=K1 K2 [25t / Sqrt{(b1+nk)d}] Pbw 367.7 kNShear Capacity of the Section

Pv = 0.6 pyw t D 311.6 kN

Home

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File: UBUCmember20081120-.xlt Tab: Web Bearing Buckling Date Printed: 05/02/2009

UB & UC Member Design to BS 5950-1:2000Equivalent Uniform Factor, mLT

Lateral Torsional BucklingTable 18 of BS5950-1:2000

Case-1: Uniformly Varying Moment from End1 to End2M1, moment at end1 12M2, moment at end2 25 mLT= 0.79

Case-2: Uniformly Distributed Load Over Full LengthmLT mLT= 0.925

Case-4: Point Load at Distance a/La/L 0.2 mLT= 0.7

Case-5: Two Equal Point Loads at 1/3 and 2/3 of SpanmLT mLT= 0.925

Case-6: Cantilever without Lateral RestraintmLT mLT= 1.00

Case-7 General Case for values of mLTM2 @1/4 segment 10

M3 @ mid segment 15M4 @ 3/4 segment 16

Mmax, max in the segment 25 mLT= 0.66

Notes: Moments M2, M3, M4 & Mmax are all taken as positive values. Moments M2 & M4 are the values at the quarter points. Moment M3 is the value at mid-length. Mmax is the maximum moment in the segment.

44.015.05.015.0

2.0max

432

LTLT mbutM

MMMm

File: UBUCmember20081120-.xlt Tab: mLT Date Printed: 05/02/2009


Equivalent Uniform Moment Factor "m" for flexural BucklingTable 26 of BS5950-1:2000

1- Uniformly Varying Moment from End1 to End2M1, moment at end1 1M2, moment at end2 0.6 m= 0.84

2- Uniformly Distributed Load Over Full Lengthm= 0.95

3- Point Load at Distance a/La/L 0.333333 m= 0.80

4- Two Equal Point Loads at 1/3 and 2/3 of Spanm= 0.95

5- General Case for Values of mM2 @1/4 segment 0.7

M3 @ mid segment 0.4M4 @ 3/4 segment 0.1

M24 max 1/4 to 3/4 segment 0.7Mmax, max in the segment 1 m= 0.56

Notes: When M2, M3 and M4 lie on same side of the axis, they are taken as positive. When they lie on both sides of the axis, the side leading to the larger value of m is taken as the positive side. Moments M2 & M4 are the values at the quarter points. Moment M3 is the value at mid-length. Mmax is the maximum moment in the segment. M24 is the maximum moment in the central half of the segment. Values of Mmax and M24 are always taken as positive.

max

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max

432 8.01.06.01.02.0

M

Mmbut

M

MMMm

File: UBUCmember20081120-.xlt Tab: mFB Date Printed: 05/02/2009

Effective Section Properties of UB & UC Sections - Steel Grade: S355Strength Section Gross Plastic Axial Fz/Pz Effective Eff.Plastic

Sec Section py Class Area Modulus Capacity 0.6 Area Aeff/Ag ModulusNo Serial Size N/mm2 cm2 cm3 Pz, kN Fz, kN cm2 Sx eff cm3

068 UB 305x102x25 355 Class 3 w 31.6 342 1121.8 673.1 31.60 1.000 293069 UB 254x146x43 355 Class 1 54.8 566 1945.4 1167.2 54.80 1.000 566070 UB 254x146x37 355 Class 1 47.2 483 1675.6 1005.4 47.20 1.000 483071 UB 254x146x31 355 Class 3 f w 39.7 393 1409.4 845.6 39.70 1.000 387072 UB 254x102x28 355 Class 3 w 36.1 353 1281.6 768.9 36.10 1.000 350073 UB 254x102x25 355 Class 3 w 32 306 1136.0 681.6 32.00 1.000 296074 UB 254x102x22 355 Class 3 w 28 259 994.0 596.4 28.00 1.000 243075 UB 203x133x30 355 Class 1 38.2 314 1356.1 813.7 38.20 1.000 314076 UB 203x133x25 355 Class 2 f 32 258 1136.0 681.6 32.00 1.000 258077 UB 203x102x23 355 Class 1 29.4 234 1043.7 626.2 29.40 1.000 234078 UB 178x102x19 355 Class 1 24.3 171 862.7 517.6 24.30 1.000 171079 UB 152x89x16 355 Class 1 20.3 123 720.7 432.4 20.30 1.000 123080 UB 127x76x13 355 Class 1 16.5 84.2 585.8 351.5 16.50 1.000 84081 UC 356x406x634 325 Class 1 808 14200 26260.0 15756.0 808.00 1.000 14200082 UC 356x406x551 325 Class 1 702 12100 22815.0 13689.0 702.00 1.000 12100083 UC 356x406x467 335 Class 1 595 10000 19932.5 11959.5 595.00 1.000 10000084 UC 356x406x393 335 Class 1 501 8220 16783.5 10070.1 501.00 1.000 8220085 UC 356x406x340 335 Class 1 433 7000 14505.5 8703.3 433.00 1.000 7000086 UC 356x406x287 345 Class 1 366 5810 12627.0 7576.2 366.00 1.000 5810087 UC 356x406x235 345 Class 1 299 4690 10315.5 6189.3 299.00 1.000 4690088 UC 356x368x202 345 Class 1 257 3970 8866.5 5319.9 257.00 1.000 3970089 UC 356x368x177 345 Class 1 226 3460 7797.0 4678.2 226.00 1.000 3460090 UC 356x368x153 345 Class 3 f 195 2970 6727.5 4036.5 195.00 1.000 2968091 UC 356x368x129 345 Class 3 f 164 2480 5658.0 3394.8 164.00 1.000 2380092 UC 305x305x283 335 Class 1 360 5110 12060.0 7236.0 360.00 1.000 5110093 UC 305x305x240 345 Class 1 306 4250 10557.0 6334.2 306.00 1.000 4250094 UC 305x305x198 345 Class 1 252 3440 8694.0 5216.4 252.00 1.000 3440095 UC 305x305x158 345 Class 1 201 2680 6934.5 4160.7 201.00 1.000 2680096 UC 305x305x137 345 Class 1 174 2300 6003.0 3601.8 174.00 1.000 2300097 UC 305x305x118 345 Class 2 f 150 1960 5175.0 3105.0 150.00 1.000 1960098 UC 305x305x97 355 Class 3 f 123 1590 4366.5 2619.9 123.00 1.000 1543099 UC 254x254x167 345 Class 1 213 2420 7348.5 4409.1 213.00 1.000 2420100 UC 254x254x132 345 Class 1 168 1870 5796.0 3477.6 168.00 1.000 1870101 UC 254x254x107 345 Class 1 136 1480 4692.0 2815.2 136.00 1.000 1480102 UC 254x254x89 345 Class 1 113 1220 3898.5 2339.1 113.00 1.000 1220103 UC 254x254x73 355 Class 3 f 93.1 992 3305.1 1983.0 93.10 1.000 987104 UC 203x203x86 345 Class 1 110 977 3795.0 2277.0 110.00 1.000 977105 UC 203x203x71 345 Class 1 90.4 799 3118.8 1871.3 90.40 1.000 799106 UC 203x203x60 355 Class 1 76.4 656 2712.2 1627.3 76.40 1.000 656107 UC 203x203x52 355 Class 2 f 66.3 567 2353.7 1412.2 66.30 1.000 567108 UC 203x203x46 355 Class 3 f 58.7 497 2083.9 1250.3 58.70 1.000 490109 UC 152x152x37 355 Class 1 47.1 309 1672.1 1003.2 47.10 1.000 309110 UC 152x152x30 355 Class 2 f 38.3 248 1359.7 815.8 38.30 1.000 248111 UC 152x152x23 355 Class 3 f 29.2 182 1036.6 622.0 29.20 1.000 170112 RSJ 254x203x82 345 Class 1 105 1080 3622.5 2173.5 105.00 1.000 1080113 RSJ 254x114x37 355 Class 1 47.3 459 1679.2 1007.5 47.30 1.000 459114 RSJ 203x152x52 345 Class 1 66.6 541 2297.7 1378.6 66.60 1.000 541115 RSJ 152x127x37 355 Class 1 47.5 279 1686.3 1011.8 47.50 1.000 279116 RSJ 127x114x29 355 Class 1 37.4 181 1327.7 796.6 37.40 1.000 181117 RSJ 127x114x27 355 Class 1 34.2 172 1214.1 728.5 34.20 1.000 172118 RSJ 127x76x16 355 Class 1 21.1 104 749.1 449.4 21.10 1.000 104119 RSJ 114x114x27 355 Class 1 34.5 151 1224.8 734.9 34.50 1.000 151120 RSJ 102x102x23 355 Class 1 29.3 113 1040.2 624.1 29.30 1.000 113121 RSJ 102x44x7 355 Class 1 9.5 35.4 337.3 202.4 9.50 1.000 35122 RSJ 89x89x19 355 Class 1 24.9 82.7 884.0 530.4 24.90 1.000 83123 RSJ 76x76x15 355 Class 1 19.1 54.2 678.1 406.8 19.10 1.000 54124 RSJ 76x76x13 355 Class 1 16.2 48.7 575.1 345.1 16.20 1.000 49125 UBP 356x368x174 345 Class 3 f 221 3190 7624.5 4574.7 221.00 1.000 3148126 UBP 356x368x152 345 Class 3 f 194 2770 6693.0 4015.8 194.00 1.000 2635127 UBP 356x368x133 355 Class 3 f 169 2410 5999.5 3599.7 169.00 1.000 2215128 UBP 356x368x109 355 Class 4 f 139 1960 4934.5 2960.7 139.00 1.000 -129 UBP 305x305x223 345 Class 1 284 3650 9798.0 5878.8 284.00 1.000 3650130 UBP 305x305x186 345 Class 1 237 3000 8176.5 4905.9 237.00 1.000 3000131 UBP 305x305x149 345 Class 1 190 2370 6555.0 3933.0 190.00 1.000 2370132 UBP 305x305x126 345 Class 2 f 161 1990 5554.5 3332.7 161.00 1.000 1990133 UBP 305x305x110 355 Class 3 f 140 1720 4970.0 2982.0 140.00 1.000 1647134 UBP 305x305x95 355 Class 3 f 121 1470 4295.5 2577.3 121.00 1.000 1361

File: UBUCmember20081120-.xlt Tab: EffectiveProperties Page 2/3 Date Printed: 05/02/2009


NotationsA Cross sectional areaAo Rectliner shear area of the cross-section which has the largest dimension in the direction parallel to

the shear force Cl 4.2.3.A eff Effective area of Class 4 slender cross-sections

A g Area of the gross cross-section

ae Distance from beam end to the centre of load width (web bearing/buckling check).

Ratio b/T, b/t, D/t or d/t that exceeds 3

3Limiting ratio b/T, b/t, D/t or d/t given in Table 11 or 12 for class 3 semi-compact sections

B Flange widthbe Distance from beam end to the edge of load width (web bearing/buckling check)b1 Load width (web bearing/buckling check)D Overall depth of the memberd Depth of the web of the memberF Axial load (+ve compression -ve tension)F c Design axial force (+ve for being in compression)

Ft Desing axial force in tension (-ve for being in tension)F v Design shear force

F vx Design shear force in the x-x axis [coupled with M y ]

F vy Design shear force in the y-y axis [coupled with M x ]

hs distance between the shear centres of the flangesH Wrapin constantL E Effective length

Ix second moment of area about the major axisIy second moment of area about the minor axisJ torsion constantM b Buckling resistance moment

M cx Moment capacity about the major axis

M cy Moment capacity about the minor axis

M LT Design major axis moment for lateral-torsional buckling check

M x Design bending moment for bending about the major axis

M y Design bending moment for bending about the minor axis

m LT Equivalent uniform moment factor for lateral-torsional buckling

m x Equivalent uniform moment factor for major axis flexural buckling

m y Equivalent uniform moment factor for minor axis flexural buckling

m yx Equivalent uniform moment factor for lateral flexural buckling

p b Bending strength for lateral-torsional buckling

pbr Bending strength for lateral-torsional buickling of Class 4 sections using pyr pyf design strength of the flangespyw design strength of the web (but pyw <= pyf)p c Compressive strength, smaller of Pcx and Pcy

P cx Compression resistance for buckling about major axis only

P cy Compression resistance for buckling about minor axis only

Pt Axial capacity of section in tensionP v Shear capacity of the section

P vx Shear capacity in the x-x axis [coupled with M cy ]

P vy Shear capacity in the y-y axis [coupled with M cx ]

Pz Axial capacity of section in compressionp y design strength to Cl 3.1.1

File: UBUCmember20081120-.xlt Tab: Notations Page 1/2 Date Printed: 05/02/2009


Notationsp yr reduced design strength for Class 4 sections to Cl 3.6.5

r1 Strees ratio in the web for section classification, defined in Cl 3.5.5r2 Stress ratio in the gross section for section classification, defined in Cl 3.5.5S x Plastic modulus of the gross section about the major axis

S x,eff Plastic modulus of the effective section about the major axis

S y Plastic modulus of the gross section about the minor axis

S y,eff Plastic modulus of the effective section about the minor axis

t Web thicknessT Flange thicknessu buckling parameter (Cl 4.3.6.8)v Slenderness factor (Cl 4.3.6.7)Z x Elastic modulus of the gross section about the major axis

Z x,eff Elastic modulus of the effective section about the major axis

Z y Elastic modulus of the gross section about the minor axis

Z y,eff Elastic modulus of the effective section about the minor axis

ρ Reduction factor due to shear Slenderness ratio e.g. LE/ry

File: UBUCmember20081120-.xlt Tab: Notations Page 2/2 Date Printed: 05/02/2009


Features of UBUCmember

UBUCmember is an Excel Template for the design of Universal Beam & Column section members. It also stores data for retrieval and changes when designing members subject to axial load, shear and moments.

In general, the methods used and results obtained are as in the Steelwork Design Guide to BS 5950-1:2000, Volume 1, 6th Edition, The Steel Construction Institute, BCSA, 2001.

Features

UBUCmember helps design and check rolled UB, UC , RSJ and UBP steel section members to BS 5950-1:2000

Number of UB, UC & RSJ sections that can be selected for design are over 140. Steel grades can be S275, S355 & S60. Grade selection is via pull-down values of a cell in the table-

header. The colour of table cells in the first 3 left columns and 3 header cells change to indicate the selected

grade; red= S275, green= S355 & yellow= S460 Supports can be simply supported, cantilever or continuous at one or both ends. The selection is via pull

down list in a header-cell. As stated in Cl 4.2.5.1, this is to avoid irreversible deformation under serviceability loads. The values of Mc are limited to 1.5 py Z generally and to 1.2 py Z in the case of simply supported beam or a cantilever.

The effective lengths Lx, Ly & LET affecting the member capacities can be defined to suit the design details.

Member loads can be combined shear, bending and axial force in both the x and y direction. The checks are carried out with using the 'simplified method' given in BS5950-1:2000. Reduction in bending moment capacity is taken into account for "high shear" condition, for both X & Y

direction. When in axial tension, the lateral-torsional buckling check in the 'simplified method' is applicable and

used. The cross-section capacity check is "Fc/Pc" when the axial force is compression and "Ft/Pt" when in

tension. Data for well over 3000 members can be stored within its file for later retrievals & revisions. Rows can be

added and or deleted in multiples of 10, starting from a minimum 200 rows. Using a reference number starting from 1001upwards, each member data can be retrieved, changed and

re-saved with ease at a later date. The data in the worksheet STORE is visible to the user. Using spreadsheet features of Excel, new data

can be generated and the existing one examined and or modified. The template has Excel user interface. The printed Output matches the Screen Display. Knowing how

to use Excel and the ability to verify results as a designer is sufficient for using UBUCmember.

Shaded cells in the spreadsheet signify User-Input. Un-shaded cells signify Spreadsheet-Results. This permits easy checking at a glance by the users and the checkers of UBUCmember output.

To assist in the design processes, the template allows preparatory design calculations for Equivalent Uniform Moment Factors mx, my & mLT.

The template includes an interactive table that gives values of member strength for over 140 sections based on steel grade, 3 effective lengths in buckling, support types and levels of axial load in the member.

Buckling resistance moment capacity can be Mb for normal design or Mbs for columns in simple construction. The selection of Mb or Mbs is via pull down list in a header cell.

A worksheet “Web Bearing Buckling” is included to help calculate Unstiffened Web Bearing Capacity Pbw to Clause 4.5.2.1, Unstiffened Web Buckling Capacity Px to Clause 4.5.3.1and Shear Capacity of the Section Pv.

File: UBUCmember20081120-.xlt Tab: Features Page 1/1 Date Printed: 05/02/2009


User Notes for UBUCmemberAn Excel Template for the Design of UB & UC Sections to BS5950-1:2000 by

Dr Shaiq U.R. KhanBEng (Civil), MEng, PhD, PE, CEng, FIStructE

December 2008Techno Consultants Ltd

www.technouk.com

IntroductionThis template helps design UB & UC section members to BS5950-1:2000. The method of design is the "Simplified Method" to Clause 4.8.3.3.1.

Based on the specified effective lengths and given values of axial load, shear and moment, member design can be checked for strength adequacy and or sized by using UBUCmember.

In addition to axial load and moments in two directions, the shear load can be in the X as well as the Y-direction. The vertical shear Fy is considered as being resisted by the web and the horizontal shear Fx resisted by the two flanges.

To assist the design processes, the template also allows the following preparatory calculations:

Equivalent Uniform Moment Factor “mLT” for Lateral Torsional Buckling based on Table-18 of BS5950, and

Equivalent Uniform Moment Factor “m” for Flexural Buckling based on Table-26 of BS5950.

An interactive table gives values of member strength for over 100 sections based on steel grade, 3 effective lengths in buckling, support types and levels of axial load in the member.

Unstiffened Web bearing and buckling capacities of UB & UC Sections

In general the design method employed in this template is similar to that described in the Blue book [Ref. 2] except for some difference for Class 4 section members described later.

Method of UseThe worksheet “Home” navigates to various parts of the template via clicking of various buttons.

When designing members, data is input and results obtained via worksheet “SimpleDesign”. The green shaded cells only can be selected and modified for data input.

The procedure for designing and checking a member is: select a UB or UC section from the drop down list; select the steel grade from the list (S275, S355 or S460 ); input appropriate values of design 2 shears, 2 moments and 1 axial force; input appropriate value of effective lengths, 2 for compression resistances and 1 for buckling resistance moment; choose whether or not the member supports are simply-supported, cantilever or continuous input values for the equivalent uniform moment factors.

Data StorageDesign data can be stored in worksheet “Store” for more than say 3000 members, as required. Two buttons in the header of worksheet "Store" allow the addition and deletion of data rows.

Starting from a minimum of 200 members, data rows are added and or deleted in multiples of 10 and up to 1000 rows at a time .

When familiarity has been gained, data in the worksheet "Store" can be modified directly for ease and Auto Analysis of all members. This worksheet includes columns which summarize the usage levels and status for each member. Overstressed members can be identified at a glance.

A data reference number starting from 1001 upwards is used for each member data. The data can be recalled, amended and or re-stored later for any member by the use of this reference number.

The worksheet “SimpleDesign” has buttons to allow retrieval of the stored data. Relevant buttons at the top of this worksheet can be clicked to store, retrieve, display-next or display-previous member data.

Auto Analysis and or Paper Printing of ResultsA facility via worksheet "Store" provides an option to analyse and or print all members by a single click of the “Auto Analyse/Print” Button.

File: UBUCmember20081120-.xlt Tab: Notes Page 1/6 Date Printed: 05/02/2009


To use this facility, there are two rightmost columns (coloured yellow) in the worksheet “Store”. One column is headed “Analyse Y?” and the other “Print Y?”. An “Auto Analyse/Print” Button is also located at the top of these two columns.

Entering “Y” in these two columns signifies that the member in the row needs analysing and or its results printing. Leaving the cells blank signifies that the respective member is not to be analysed and or printed.

This auto facility is useful when all or a selected few members are to be analysed and or printed after corrections to the design data e.g. changes in steel grade, effective lengths, loading, supports, etc.

These changes can be made directly in the worksheet “STORE”; this however requires a good understanding of the stored data. Caution is therefore necessary for obtaining valid results and to avoid fouling of the stored data.

Auto Analysis and or Digital Output of ResultsThe use of this option is similar to the previous section. Clicking of this button writes the results in the worksheet “Output” rather than print on paper.

These results in the "Output" worksheet can then be copied and or processed elsewhere for presentation and or emailing.

Member Strength Table: “Axial+Shear+Bending” WorksheetThis table displays axial, shear and bending capacities of UB, UC & RSJ sections with the following features:

1. Number of UB, UC & RSJ sections are 141 from worksheet "UBUCprop".2. The steel grades can be S275, S355 & S460. The selection of grade is via pull-down values in a header cell. If required, steel grades for some previous periods can also be selected.3. The colour of table cells in the first 3 left columns and 3 header cells changes to indicate the selected grade; red= S275, green= S355 & yellow= S4604. Buckling resistance moment capacity can be Mb for normal design or Mbs for columns in simple construction. The selection of Mb or Mbs is via pull down list in a header cell.5. Supports can be simply supported, cantilever or continuous at one or both ends. The selection is via pull down list in a header-cell. As stated in Cl 4.2.5.1, this is to avoid irreversible deformation under serviceability loads; the values of Mc are limited to 1.5 py Z generally and to 1.2 py Z in the case of simply supported beam or a cantilever.6. The effective lengths Lx, Ly & LET affecting the member capacities can be defined to suit the design in 3 header cells at top.7. The axial load to section axial capacity ratios can be defined to suit the design via 3 header cells at top. These ratios are:

Fz/Pz = Applied axial load to section axial capacity ratio. This affects the section classification & the value is in the range +1 to -1, where +ve Compression & -ve TensionFvy/Pvy = Applied shear load to shear capacity ratio in the Y-direction (range 0 to 1). Load is assumed passing through the section centroid.Fvx/Pvx = Applied shear load to shear capacity ratio in the X-direction (range 0 to 1). Load is assumed shared equally between the 2 flanges.

Section Dimensions and Properties: Worksheet “UBUCprop”There are over 140 sections in this worksheet for member design. This worksheet is protected with no password. Hence the users can change and incorporate their own properties if required.

Although included in this template, the ratios of the flange outstand to its thickness (b/T) and the web depths to its thickness (dlt) are calculated within the template itself for better accuracy.

Bearing & Buckling Capacity of UB & UC SectionsThe worksheet “Web Bearing Buckling” helps calculate:

Pbw = Unstiffened Web Bearing Capacity Pbw to Clause 4.5.2.1Px = Unstiffened Web Buckling Capacity Px to Clause 4.5.3.1Pv = Shear Capacity of the Section

To calculate the above values:Section size can be selected from the drop-down cell for 141 sectionsSteel grade can be S275, S355 & S460 and is selected from drop down cell valuesDimension b1 & b2 and ratio Le/d can be changed in 3 green colour cells.

Equivalent Uniform Factor, mLT for Lateral Torsional Buckling

The factor m LT for lateral-torsional buckling is obtained from Table 18 (but observing cl. 4.3.6.6 ) for the pattern of major axis moments over the segment length LLT governing M b .

The worksheet “mLT” helps calculate this Factor mLT. Based on Table 18 of BS5950-1:2000, there are 7 cases of span moment variation for which this factor can be calculated.



Equivalent Uniform Moment Factor “m” for Flexural BucklingTwo factors m x & m y need to be defined for member design.

The factor m x is for the major axis flexural buckling. It is obtained from Table 26 by observing cl. 4.8.3.3.4 for the pattern of major axis moments over the segment length Lx governing P cx .

The factor m y is for the minor axis flexural buckling. It is obtained from Table 26 by observing cl. 4.8.3.3.4 for the pattern of minor axis moments over the segment length Ly governing P cy .

The worksheet “mFB” helps calculate these two factors mx and my . Based on Table 26 of BS5950-1:2000, there are 5 cases of span moment variation for calculating this factor.

Design Method for Class 4 Slender SectionsSimilar to the casual use of Blue Book by designers, this template deals with the strength of Class 4 sections as follows:

Similar to the Blue Book in axial compression (i.e. Pz, Pcx, Pcy & Pc), the effective section area in conjunction with the normal design strength is used.

Similar to the Blue Book in bending (i.e. Mcx, Mcy & Mb), the gross section modulus is used in conjunction with a reduced design strength. Unlike axial compression, the effective section modulus is not used (because the method to calculate it under compression is complex and not given in the code).

Unlike the Blue Book in shear (i.e. Pvx, Pvy), gross section area is used in conjunction with a reduced design strength. This gives a conservative estimate of strength in relation to the Blue Book.

The above notes mean that the alternative method of Cl 3.6.5 is used for bending and shear but not for axial compression.

Design Strength

The member capacity and resistance values are based on the following values of design strength py:

For Grade S275,py= 275 for T <= 16 mmpy= 265 for T <= 40 mmpy= 255 for T <= 63 mmpy= 245 for T <= 80 mmpy= 235 for T <= 100 mmpy= 225 for T <= 150 mm

For Grade S355,py= 355 for T <= 16 mmpy= 345 for T <= 40 mmpy= 335 for T <= 63 mmpy= 325 for T <= 80 mmpy= 315 for T <= 100 mmpy= 295 for T <= 150 mm

For Grade S460,py= 460 for T <= 16 mmpy= 440 for T <= 40 mmpy= 430 for T <= 63 mmpy= 410 for T <= 80 mmpy= 400 for T <= 100 mm

In addition, UBUCmember also allows the use of steel stresses for some previous periods. Whereas the current grade is S275, the previous grades have been named as S275.1, S275.2, S275.3, S275.4, S275.5, S275.6 & summarised below together with the yield stresses used.



The above stresses are based on the best available information and not an agreed & verified information in the profession.

Section Classification (Cl. 3.5)Section classification is determined to Table 11 for both flange and web. The higher classification of the two is then selected as the overall classification for a given section.

The limits for the classification of the flange are:b /T ≤9ε --> class 1

≤ 10ε --> class 2

≤ 15ε --> class 3

> 15ε --> class 4

The limits for the classification of the web are: d /t ≤ 80ε /(1+r 1 ) , but ≥40ε for class 1- plastic

≤ 100ε /(1+r 1 ), but ≥40ε for class 2 - compact in tension

≤ 100ε /(1+1.5r 1 ) , but ≥40ε for class 2 - compact in compression

≤ 120ε /(1+r 2 ), but ≥40ε for class 3- semi-compact

> 120ε /(1+r 2 ), but ≥40ε for class 4- slender

Where: ε = (275/py)^0.5

r1 = Fc/d t pyw) but >-1 and <=1 r2 = Fc / (Ag pyw)

The overall section class is higher of the flange and the web class.

For Slender sections, all of the current UB and UC sections are never slender under pure bending.

However, some of these sections can become slender when subject to compression, due to their web becoming slender.

Tension Capacity, Pt (Cl 4.6.1)The tension capacity is obtained by ignoring any missing areas due to bolt holes, given by:

Pt = py Ag

The load is assumed concentric to the section centroid. Any eccentricity that may be present needs to be accounted for by including its influence in the moments Mx and My.

No allowance is made for any reduction in area due to holt holes.

Compression Capacity, Pt (Cl 4.6.1)The strength relates to the section capacity and is obtained by ignoring any missing areas due to bolt holes, given by: Pz = py Ag for Class 1, 2 or 3 sections py Aeff for Class 4 slender sections

The load is assumed concentric to the section centroid. Any eccentricity that may be present needs to be accounted for by including its influence in the moments Mx and My.

Compression Resistance, P c (Cl 4.7)

The effective lengths Lx and Ly are required for buckling about the major and the minor axis. When a member is fully restrained in a plane, the effective length can be "0".

The slenderness ratio λ is then determined from cl. 4.7.2 as: λ = LE / rx for determining P cx ,

λ = LE / ry for determining P cy .

The compressive strength, p c , is determined from the formulae given in Annex C.1 and C.2 as follows: pc = pE py / ( + (^2 - pE py)^0.5))

where:pE = ^2 E / ^2

= [py + (+1)pE] / 2

o = 0.2 (^2 E/py)

η = a -o)/1000 but η ≥ 0



a = 2.0for curve a), 3.5for curve b), 5.5for curve c) and 8.0for curve d)

The compression resistance is given by cl. 4.7.4 as:P c = A g p c for Class 1, 2 or 3

A eff p cs for Class 4

where p cs is the value of p c for a reduced slenderness = (Aeff/Ag)^0.5

For welded I or H sections pc is obtained by using a py value 20 N/mm2 below that for rolled sections. This reduced py however applies only when calculating pc using the above formulae in Annex C.1 - see Cl 4.7.5

Buckling Resistance Moment, M b (Cl. 4.3)

The effective length LE is required for buckling about major axis and minor axis. When a member is fully restrained laterally, the effective length can be "0".

The slenderness ratio λ is then determined from cl. 4.7.2 as: λ = LE / ry .

The equivalent slenderness λLT is given in cl. 4.3.6.7 as: λLT = u v λ Sqrt(βw)

whereu = buckling parameter of the sectionv = 1 / [1 + 0.05 ( /x)^2]^0.25

x = torsional index of the sectionβ w = 1 (for Class 1 or 2),S xeff /S x (for Class 3),Z x,eff /S x (for Class 4)

The bending strength, p b , is determined from the formulae given in Annex B.2 as follows:

pb = pE py / (LT + (LT^2 - pE py)^0.5))

where:pE = ^2 E / LT^2

LT = [py + (LT+1)pE] / 2

ηLT = LT L -L0)/1000 but ηLT ≥ 0

Lo = 0.4 (^2 E/py)

LT = 7.0

The buckling resistance moment is obtained from cl. 4.3.6.4 as:M b = p b S x for Class 1 or 2

p b S xeff for Class 3

p br Zx for Class 4

Shear Capacity, P v (Cl. 4.2.3)

The shear capacity is given by:

P v = 0.6*p y *A v for Class 1, 3 and 3 sections, and

0.6*p yr *A v for Class 4 sections (using p yr as per Cl 3.6.5).

For Pvy, the shear area A v is given by cl. 4.2.3.a) :A v = tD

For Pvx, the shear area A v is given by cl. 4.2.3.h) :A v = 0.9 A o ,

where A o = 2T (B -t ).

This equation for Ao ensures that common portion of the section in the flange and the web is not included twice in resisting shear.

When calculating the moment capacity Mc, it is necessary to establish whether the section is in 'low shear' (F v ≤ 0.6*P v ) or 'high shear' (F v > 0.6*P v ). When the section is in high shear, the moment capacity Mc is reduced as per Cl 4.2.5).

Moment Capacity, M c (Cl. 4.2.5)

As stated in cl. 4.2.5.1 , to avoid irreversible deformation under serviceability loads, the value of M c is limited to:1.2 p y Z in case of a simply supported beam or a cantilever, or 1.5 py Z in any other case.

In case of 'low shear', the moment capacity using cl. 4.2.5.2 is given by:M c = p y S for Class 1 or 2

p y Seff for Class 3

p yr Z for Class 4



In case of 'high shear', the moment capacity using cl. 4.2.5.3 is given by:M c = p y (S -ρS v ) for Class 1 or 2

p y (Seff -ρS v /1.5) for Class 3

p yr (Z -ρS v /1.5) for Class 4

where:S v = plastic modulus of the shear area A v defined in the notes on the "Shear capacity "

ρ = [2 (F v /P v )-1]2

When the section is Class 4 slender due to the web, the moment capacities are calculated using a reduced design strength pyr and the gross section properties, instead of py Zeff (Cl 3.6.5).

It is worth noting that for rolled UB/UC sections the ratio d /t never exceeds 70ε and hence there is no need to check for shear buckling.

Cross-Section Capacity CheckFor members subject to compression plus bending, the interaction check is to cl. 4.8.3.2 .

For members subject to tension plus bending, the interaction check is to cl. 4.8.2.2 .

Member Buckling Resistance CheckFor members subject to compression plus bending, the interaction check is to cl. 4.8.3.3.1 using the 'simplified method' .

Effective Section Properties: Worksheet UBUCpropWhen designing class 3 semi-compact and class 4 slender cross-sections to BS 5950-1: 2000, effective section properties are required. These properties depend upon the grade of steel used and the level of axial compression.

The use of this worksheet is self explanatory. It gives effective section properties for steel grades S275, S355 & S460 and the level of axial load in relation to section capacity. In the top header rows of this worksheet, the steel grade can be selected and the axial load Fz/Pz ratios defined..The range of applied axial load to section axial capacity Fz/Pz ratio is +1 to -1. The values are +ve for Compression & -ve for Tension.

Effective Plastic Modulus of Class 3 Semi-compact SectionFor class 3 semi-compact I or H sections with equal flanges, the effective plastic moduli Sxeff and Syeff about the major and minor axes is obtained by using equations in Cl 3.5.6.2.

Effective Area of Class 4 Slender SectionsThis area applies to Class 4 slender sections only. When web controls the section classification, the effective area is:

Aeff = Ag - t ( d - 40 t ) for both rolled and welded sectionsWhen flanges controls the section classification, the effective area is:

Aeff = Ag - T ( B - 60 T ) for rolled sections, andAeff = Ag - T ( B - 52 T ) for welded sections.

Effective Elastic Modulus of Class 4 Slender SectionsUnder axial load, the code gives no method for calculating this value of Zeff. Hence the alternative method given Cl 3.6.5 is used, which obviates the need to calculate this Zeff value.

In calculating the Class 4 section resistance in bending, while normal elastic modulus Z is used the design strength is reduced.

The value of the reduced design strength pyr is obtained from:

pyr = (3 / )2 py

NotationsThe symbols used are generally the same as those in BS 5950-1: 2000. They are as listed in the worksheet "Notations ".

References

1) BS 5950 Part 1: 2000 - Code of practice for design - Rolled and welded sections

2) Steelwork Design Guide to BS5950-1: 2000, Volume 1, Section Properties, 6th Edition, The Steel Construction Institute, BCSA, 2001



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Documentation 5950UBUC 20081120