BY

HANI MAHMOOD AL-SAHI (20052126)

OTHMAN SAFDAR (20050032)

Supervised by Dr. Esmat Kameshki

Abstractby Othman

2

Designing of beams, columns, base plates and connections form the

core of elementary steel design. All these topics have been covered

in this project and it is hoped that the readers will find this report to

be useful. The given project is the design of a single storey, two-bay

steel building frame. According to the requirements, this report

furnishes the design and calculation of laterally supported and

laterally unsupported beams, a column, the column base plate and

bolt connection. The practice code which has been followed is BS

5950 Part 1:2000. The calculations have been verified by softwares

“StaadPro” and “ProSteel 5”.

Table of Contents

1. Abstract …………………..........................

2. Introduction ……………….........................

3. Laterally Supported Beam...........................

4. Laterally Unsupported Beam …………...

5. Column ………………………………….

6. Base Plate ……………………………...

7. Connection ……………………………....

8. Conclusion…………. …………………...

9. Appendix ……………………………….

1

4

8

11

14

16

18

22

23

3

Introductionby Hani & Othman

4

General Introduction: By Hani

This project is a steel design 1 project, which collect all the design

procedures taken during the course. The project gives the chance for

the students to practice design procedures and using tables and

codes. The B.S. 5950 1 – 2000 code was used.

Beams: By Othman

Beams are members that carry loading primarily in bending. They

span between supports or connections. Beams are available in many

varieties which differ in the shape of cross-section. A common type is

an I-Section. Some more types are shown in the following figure:

5

Under the action of loads, the beam may buckle, which means the shape

of the member deforms. This appears something like this:

Lateral-Torsional Buckling:

If an I-section of beam is subjected to

vertical loading, it may move laterally

with the beam. Since beam will try to

resist this movement, its shape will

slightly distort.

Due to bending, the flange of the beam will be in compression and

therefore buckle sideways. And because the bottom flange will resist

this sideways buckling, the section will twist. This entire action is

known as Lateral-Torsional Buckling and it is shown in this figure:

6

Laterally-Supported Beam: In context of the above discussion, a beam

which does not laterally move nor rotate is known as Laterally-

Supported Beam. It depends upon the kind of restraint provided at

the supports as well as on the loading. If, for example, beam is

supporting a slab, then this beam will be laterally-Supported beam.

Laterally-Unsupported Beam: However, if a point load is acting on the

beam, then it will exhibit lateral-torsional buckling and therefore such

a beam will be called Laterally-Unsupported.

If the beam is restrained at intervals, then lateral torsional buckling

will take place between the restraints and intermediate supports.

Columns: by Hani

A column in structural engineering is a vertical structural element that

transmits, through compression, the weight of the structure above to

other structural elements below. In simple constructions it appears that

columns are not subject to moment. But, in most cases there is bending

moment due to the eccentricity of the shear load from the beam. The

place where beam or roof truss is sits or supported on column can be

assumed that the load –Reactions-is transmitted to axial load on the

column.

7

Connections: by Hani

Connections are joints used to transfer the load from part of the

structure to other one. The connection include connectors such as:

bolts, pins, rivets or welds. The type and arrangement of the

connectors depend on the force being transferred and on the

member connectors. But, during designing the connections minimum

cost should be considered. On this project the only connection will be

used is the pre-loaded bolts.

Base Plates: by Hani

Are the endplate of a column, which rests on the supporting

substructure surface. Baseplates provide the interface between the

columns and the foundation system. The baseplates are used to

provide both a smooth and level bearing surface for the columns and

to distribute the column load into the foundation. The baseplates are

set over anchor bolts, previously cast into the foundation, and then

leveled. The leveled baseplates are then grouted into position to

ensure a positive load transfer from the columns to the foundation.

Laterally Supported Beamby Othman

8

Design the following beam assuming it is laterally supported

along its entire length. Use steel grade S275.

Section Data: (UB457x191x89)

D=463.4 mm

t= 10.5 mm

T=17.7 mm

b/T=5.42

d/t=38.8

rx=19 cm

ry=4.29 cm

Zx=1770 cm3

Sx=2014 cm3

A=114 cm2

Shear and moment diagram are provided at the appendix

9

Section Classification (UB457x191x89)

b/T ≤ 9ε

py=265 N/mm2

ε= (275/265)0.5 =1.02

b/T ≤ 9ε 5.42≤9.18

d/T ≤ 80ε . 38.8≤81.6

Therefore the entire section is plastic

Shear Capacity

Pv=0.6pyAv=0.6xpytD=773.64 KN

Fv(=229.06 KN) < 0.6Pv( =464.184 KN)

Therefore Section is OK in shear

Moment Capacity

Mc=pySx=265(N/mm2)x2014(cm3)=533.71 KN.m

Mc=1.2pyZx=562.86 KN.m

Mc( =533.71KN.m) > Mmax( =529.701)

Mc < 1.2pyZx

Therefore section is OK in moment.

Serviceability Check:

5wi L4/ 384 E I < Span/200

5.4 mm<Span/200

Therefore servicibility check is satisfied.

T11

T9

T11 (note b)

4.2.3

4.2.5

2.5.4

10

Check by ProSteel5

11

Laterally Unsupported Beamby Othman

11

Design the following beam assuming it is laterally

unsupported along its entire length. Use steel grade S275.

Section Data: (UB 610x305x179)

D=620.2 mm

t= 14.1 mm

T=23.6 mm

b/T=6.51

d/t=38.3

ry=47.07 cm

Sx=5550 cm3

Section Classification

py265 N/mm2

ε=1.02

T11

Shear and moment diagram are provided at the appendix

12

b/T ≤ 9ε

d/t ≤ 80ε

Section is Plastic.

Effective Length

LE=11.04 mm

U=0.866

βw=1

pb=108.7 N/mm2

Λ=156.2

V=0.788

X=27.2

λ/x=5.64

Mb=pbxSx=603.294 KN.m > Mmax

Therefore section is OK with respect to buckling resistance

Shear Capacity

0.6pytD = 1390 KN > 229 KN

Therefore Section is OK in shear.

Deflection Check

5wi L4/ 384 E I < Span/200

5.4 mm<Span/200

T13

Section tab;le

4.3.6.9

T16

4.3.6.7

T19

13

Check by ProSteel 5

Columnby Hani

14

Design the following unbraced column using steel grade S275.

Section Data: (UC 152x152x30)

D=157.6 mm

t= 6.5 mm

T=9.4 mm

b/T=8.13

d/t=19

ry=3.83 cm

rx= 6.76 mm

Sx=248 cm3

Section Classification

py265 N/mm2

ε=1.02

T11

15

Section Classification (UB457x191x89)

b/T ≤ 40ε

8.13 < 40.8

d/t ≤ 40ε

19 < 40.8

Therefore both the web and flange are semi-compact.

Axis of Buckling

LEX=600

Λx = 88.76

pcx = 163.48 N/mm2

LEY = 600

Λy = 156.66

pcy = 63,37 N/mm2

Pc=Agxpcy = 243.86 KN

Therefore section is safe and economical.

T11

T22

T24

4.7.4 (a)

Base Plateby Hani

16

Design the column Base plate.

Section Classification (UB152x152x30)

T = 9.4 mm

D = 157.6 mm

B = 152.9 mm

t = 6.5 mm

Assume the base plate is on ground which has 30 N/mm2 strengh

Abc ≥ (229.06 x 103)/(0.6x30) = 1.27x104mm2

Therefore Aeff=1.27x104

[(B+2C)(D+2C)]-[(B+2C)-(2C+t).(D-2(C+T)]

= [(152.9+2C)(157.6+2C)]-[(152.9+2C)-(2C+6.5)].(157.6-2(C+9.4)]

C= 9.38 (simplifying the above equations and using quadratic equation)

D+2C = 157.6+(2x9.38)=177mm 180x180

B+2C = 152.9+(2x9.38) = 172 mm

17

Therefore tp = c[3w/Pyp]0.5 = 9.38[3(0.6x30)/275]=2mm

Therefore Baseplate: 180x180x2

Design of Connectionby Hani

18

Grade 8.8 non-preloaded/ordinary bolts

In clearance hole.

Assuming that there is thread, so we take the area of shank

and assuming it is M16 of grade 8.8

As= 157 mm2

Shear Capacity = Ps = ps.As

ps = 375 N/mm2

Ps = 375 N/mm2 . 157x10-3 = 58.88 KN for single shear

Ps = 58.88x2 = 117.76 KN for double shear

Bearing Capacity of Bolts

Pbb = dtppbb = 16x10x1000x10-3=160 KN

Bearing Capacity of Connected Portion

Pbs = kbsdtppbs < 0.5

= 1.0x16x10x460x10-3 = 73.6 KN

T4.22

6.3.2.1

T30

6.3.3.2

T31

T32

19

Assume e=2d=32 mm

0.5kbsetppbs = 73.6 KN

Therefore Pbs = 73.6 KN

Therefore governing capacity = 73.6 KN

Lap length

No. of bolts required = 229.06/73.6 = 4 bolts

Bolt Spacing = Smin = 2.5d=40mm

Smax = 14t = 140 mm

End Distance (e)

emin= 1.25D = 22.5 mm

emax= 11tε = 110 mm

ε=(275/py)0.5 = 1

Checking e and s:

(Smax = 140mm) > (S=76 mm) > (Smin=40mm)

S is acceptable

(emin= 110) >(e= 32 mm) > (emax=225mm)

e is acceptable

6.2.1

6.2.2

T29

T9

20

Take:

e = 35mm

S = (290-(2C35))/3 = 74 mm

Therefore 4M16

Grade8.8

Non-preloaded bolts required.

Conclusionby Hani and Othman

21

At the end of this project, we hope that we have provided

a good idea about the design of the given project.

Software like “StaadPro” and “Prosteel” were used for

shear and bending moment diagram and design checking

respectively. The economical part was considered in the

project. We have learned a lot from this project which is

definitely going to help us in the future.

Appendix

22

Here is the calculation of the applied load:

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Shear Moment Diagram using StaadPro

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Trials Carried out while selection of sections:

Laterally Supported Beam:

UB 457x191x 82

UB 457x191x 74

Laterally Unsupported Beam:

UB 533x210x122

UB 610x305x149

UB 686x254x170

Column:

UC 203x203x46

UC 152x152x23