Steel Design Project Civ 428 (O.B1)

CIV 428 FINAL YEAR STEEL PROJECTCIV 428 Steel Project May 11, 2011

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EXECUTIVE SUMMARY

This report summarizes the findings for the design of a multi-storey steel building using the BS

5950 part 1- 2000, BS 6399 part 1- 1996, BS 684- 1964, BS 6399 part 1- 1984 and the CP 3

chapter V part 2- 1972 done by students of Civ 428 (Structural Steel Design), carried out on

behalf of Mr. Marlon Daniels (lecturer at the University of Guyana). The site have not be located

but can be assumed to be somewhere on the coast of Guyana.

The objective of this design is to enable the student to identify and provide a first order

assessment on the variability of the loading conditions as required by the client i.e. Mr. Marlon

Daniels. The results obtained will help to establish the design of the various members of the

proposed structure being designed using the BS 5950 part 1-2000 codes etc. This can provide

qualitative information for planning purposes.

Further interpolation and interpretation of engineering properties in this report is beyond the

scope of this project. Professional knowledge and interpretation should be sought from a

qualified structural engineer. The load analysis and design of the structure was for a two-way

spanning floor system. Designing of beams, columns, base plates and connections form the core

of elementary steel design. 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 following are the results of design:

Table 1: Summary of the designed members

Location Member Length(/m) Section Size(/mm) Grade Strength (N/mm2)

2nd Floor Beam B2 8.0 610 x229 x101 UB S 275

Beam A1 8.0 457 x191 x67 UB S 275

Column B2 4.6 203 x 203 UC 86 S 275

Column B1 4.6 203 x 203 UC 86 S 275

Bracket Connector 170 x 250 x 8 S 275

10 # M16Total Grade 8.8

Beam to Column Connector 90 x 90 x 10 S 275

6 # M16 Total Grade 8.8


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1st Floor Beam B2 8.0 610 x229 x101 UB S 275

Beam A1 8.0 457 x191 x67 UB S 275

Column B2 3.6 254 x 254 UC 107 S 275

Column B1 3.6 254 x 254 UC 107 S 275

Bracket Connector 170 x 250 x 8 S 275

10 # M16Total Grade 8.8

Beam to Column Connector 90 x 90 x 10 S 275

6 # M16 Total Grade 8.8



G - Floor Beam B2 8.0 610 x229 x101 UB S 275

Beam A1 8.0 457 x191 x67 UB S 275

Column B2 3.6 254 x 254 UC 167 S 265

Column B1 3.6 254 x 254 UC 167 S 265

Bracket Connector -- 170 x 250 x 8 S 275

-- 10 # M16Total Grade 8.8

Beam to Column Connector -- 90 x 90 x 10 S 275

-- 6 # M16 Total Grade 8.8

Base Plate for Column B2 -- 600 x 600 x 70 S 275


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ContentsEXECUTIVE SUMMARY ..................................................................................................................................1

LIST OF FIGURES............................................................................................................................................5

INTRODUCTION.............................................................................................................................................6

METHOD STATEMENT FOR THE CONSTRUCTION OF A MULTI-STOREY STEEL BUILDING ON TIMBER PILE FOUNDATION................................................................................................................................................ 7

Purpose .....................................................................................................................................................7

References ................................................................................................................................................ 7

Methodology of Works .............................................................................................................................7

Mobilisation of Machinery, Equipment, Tools and Labour...................................................................7

Materials ...............................................................................................................................................8

Construction of Multi-Storey Building ..................................................................................................8

Contingencies............................................................................................................................................9

List of Equipment to be used ..................................................................................................................10

Quality Control........................................................................................................................................10

Occupational Health and Safety .............................................................................................................10

DAY WORKS SCHEDULE...............................................................................................................................11

General....................................................................................................................................................11

Labour .....................................................................................................................................................11

Equipment...............................................................................................................................................12

Materials .................................................................................................................................................12

PROJECT INFORMATION .............................................................................................................................13

SECOND FLOOR ELEMENTS DESIGN............................................................................................................14

DESIGN OF ROOF BEAMS (ALL ROOF BEAMS) ........................................................................................14

BEAM B2..............................................................................................................................................14

BEAM A1 .............................................................................................................................................18

DESIGN OF COLUMNS.............................................................................................................................22

Design of Column B2: Roof to Second Floor .......................................................................................22


Design of Column B1: Roof to Second Floor .......................................................................................24

DESIGN OF BRACKET CONNECTION FOR BEAM 2A.................................................................................26

BEAM-TO-COLUMN CONNECTION USING WEB CLEATS.........................................................................28


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FIRST FLOOR ELEMENTS DESIGN ................................................................................................................30

DESIGN OF SECOND FLOOR BEAMS (ALL FLOOR BEAMS) ......................................................................30

BEAM B2..............................................................................................................................................30

BEAM A1 .............................................................................................................................................34

DESIGN OF COLUMNS.................................................................................................................................38

Design of Column B2: Second Floor to First Floor ..............................................................................38





GROUND FLOOR ELEMENTS DESIGN ..........................................................................................................46

DESIGN OF FIRST FLOOR BEAMS (ALL FLOOR BEAMS) ...........................................................................46

BEAM B2..............................................................................................................................................46

BEAM A1 .............................................................................................................................................50




Design of Column B1: First Floor to Second Floor ..............................................................................56



DESIGN OF BASE PLATE FOR COLUMN B2 ..............................................................................................62

DISCUSSIONS...............................................................................................................................................64

CONCLUSIONS.............................................................................................................................................65

REFERENCES................................................................................................................................................66

APPENDICES ................................................................................................................................................67


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LIST OF FIGURES

Figure 1- Plan showing beams and columns layout for roof level

Figure 2- Longitudinal section for beam B2 with loading condition roof level.

Figure 3 – Cross section of beam B2 roof level

Figure 4- Longitudinal section for beam A1 with loading condition roof level.

Figure 5 – Cross section of beam A1 roof level

Figure 6 – 3D view of column B2 with loading condition roof level

Figure 7 – Cross section of column B2 roof level

Figure 8 – 3D view of column B1 with loading condition roof level

Figure 9 – Cross section of column B1 roof level

Figure 10 – Cross section of bracket connector for beam B2 roof level

Figure 11- Plan showing beams and columns layout for second floor level

Figure 12- Longitudinal section for beam B2 with loading condition second floor level.

Figure 13 – Cross section of beam B2 second floor level

Figure 14- Longitudinal section for beam A1 with loading condition second floor level.

Figure 15 – Cross section of beam A1 second floor level

Figure 16 – 3D view of column B2 with loading condition second floor level

Figure 17 – Cross section of column B2 second floor level

Figure 18 – 3D view of column B1 with loading condition second floor level

Figure 19 – Cross section of column B1 second floor level

Figure 20 – Cross section of bracket connector for beam B2 second floor level

Figure 21- Plan showing beams and columns layout for first floor level

Figure 22- Longitudinal section for beam B2 with loading condition first floor level.

Figure 23 – Cross section of beam B2 first floor level

Figure 24- Longitudinal section for beam A1 with loading condition first floor level.

Figure 25 – Cross section of beam A1 first floor level

Figure 26 – 3D view of column B2 with loading condition first floor level

Figure 27 – Cross section of column B2 first floor level

Figure 28 – 3D view of column B1 with loading condition first floor level

Figure 29 – Cross section of column B1 first floor level

Figure 30 – Cross section of bracket connector for beam B2 first floor level

Figure 31 – Cross section ground floor base plate connector


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INTRODUCTION

Structural steelwork can be either a single member or an assembly of a number of steel sections

connected together in such a way that they perform a specified function. The function required

by a client or owner will vary enormously but may include: building frames, bridges, temporary

supports, etc.

The objective of this project is to enhance the students’ knowledge of the use of the Design

Code, BS 5950 part 1, 2000. As requested by Mr. Marlon Daniels, lecturer of CIV 428

(Structural Steel Design), this project entails the design of a proposed multi-storey Steel

building, designing of members where necessary. The specification for this building was given

by Mr. Marlon Daniels. The specification had been a multi-storey building to cater for a Movie

Theater, a Game Arcade, and a Supermarket. The initial stage of the project involved coming up

with an adequate size to cater for the standard size of a modern day movie theater and then the

member sizes and analyzing of the design. The loading conditions were calculated using dead

and live loading conditions. From the analysis, members were designed. Detailed structural

drawings have been provided in the appendix.

The design codes used to accomplish the project are:-

BS 5950: Structural Use of Steelwork in Building

BS 6399: 1984: Part 1: Dead and Imposed Loads


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METHOD STATEMENT FOR THE CONSTRUCTION OF A MULTI-STOREY STEEL

BUILDING ON TIMBER PILE FOUNDATION

Purpose

This method statement defines the procedure to be used by the contractor to execute the works in

accordance with engineering requirements.

References

References were made to General Instructions to Bidders and Technical Specifications Clauses,

provided by FIDIC Standard Bidding Document for International Competitive Bidding © 2005.

In addition, references were made to the detailed drawings developed and the prevailing site

conditions.

Methodology of Works

Mobilisation of Machinery, Equipment, Tools and Labour

• Mobilization of machinery, equipment, tools and labour, etc. will be mobilized to the site

within two (2) weeks or sooner after the signing of the contract and the receipt of the engineer’s

order to commence works.

• Heavy machinery such as hydraulic excavators, pile drivers, dragline, cane and motor

grader, etc. will be transported to the site using low bed trailer; small and light equipment will be

transported on small trucks.

• Site offices, toilet and washing facilities for the engineer, clerk of works and the

contractor will be constructed.

• Storage bonds for materials and mess areas for the workers will also be constructed

simultaneously with site offices, etc.


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Materials

• Materials for the works will be procured by means of cash purchases and credit facilities

available to the contractor from various suppliers.

• Stockpiling of GH piles, fine aggregate, coarse aggregates, reinforcements, excavated

clay, and steel members etc. will be done at suitable location within the limits of the site. The

areas for stockpiling will be inspected prior to stockpiling to determine proximity to the site and

freeness of ruinous materials.

Construction of Multi-Storey Building

General: The structure will be constructed and finished in accordance with the procedures

described below.

(i) Site clearance/ marking-out & material testing: The limits of the site will be cleared

of all vegetation and maintained during the period of construction. The area to be

occupied by the building will then be marked-out and an in situ test executed in order

to analyse the soil profile.

(ii) Excavation: Prior to pile driving, the selected area will be excavated and levelled to a

surface smooth enough to execute works.

(iii) Pile driving and capping: Piles will be driven, in accordance with the results obtained

from the in situ test, to an approximate depth of 19m avoiding as much vibration as

possible. The type of mechanism to be utilised for driving is the jack hammer. Further

these piles will be driven in groups, with the total number of piles being 300 (nr). The

piles will be designed to resist uplift and to support the full weight of the structure

above. After driving, the piles will be capped with slabs of thickness 450mm.

(iv) Sand filling: Using suitable machinery such as skid steer loaders and excavators, the

building area will be sand filled to the desired elevation as stipulated in the contract

document.

(v) Casting of foundation slab: The foundation strip will be reinforced with size 5/8”

steel and casted to a thickness of 12” with 19mm sizes of aggregates.

(vi) Construction of skeletal structure by jib cranes: The entire skeletal structure of the

three storey building will rest directly above the foundation strip. It will be

established by the use of jib crane and will generally be structural steel. Construction


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will commence from the base of the structure right up to the roof and will have

specifications as shown in summary above.

• The base will have 16 columns of lengths 3.6m.

(vii) Exterior walling: Exterior walls will be established, as shown in the drawing, around

the entire skeletal structure by the use of construction lay blocks and curtain walls.

These blocks will be poured monolithically with mortar and will be reinforced with

additional ½” high speed steel. Lastly, the walls will then be brought to a smooth

surface by plastering with concrete mortar.

(viii) Interior walling: Interior walls will be established, as shown in the drawing, by

partitioning and will follow the same procedure as for exterior walls.

(ix) Casting of roof slab: The roof slab will be reinforced with size 12mm dia. steel and

casted to a thickness of 250 mm with 19mm sizes of aggregates.

(x) Finishing: All finishes such as doors, windows, etc. will be applied to the structure to

give its final appearance.

Contingencies

Excavation during construction and stockpiling will be done from a suitable location. The entire

area will be declared a danger zone and will be protected by means of warning tapes, signs and

barriers. These mechanisms will be installed at suitable locations to give adequate warning to the

public and to avoid them from coming into contact with the works, thus, minimizing the

occurrence of accidents.


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List of Equipment to be used

(i) 2 Nr. Cat 312 long boom hydraulic excavators

(ii) 2 Nr. Cat 312 skid steer loaders

(iii) 2 Nr. 24 cubic yards dump trucks

(iv) 1 Nr. complete scaffolding mechanism

(v) 1 Nr. Cat 324 low bed trolley

(vi) 1 Nr. Cat 365 pile driver with jib crane

(vii) 4 Nr. hydraulic mixers

(viii) 1 Nr. generator

(ix) 3 Nr. chainsaw

(x) 1 Nr. electrical power saw

(xi) 2 Nr. electrical power drill

(xii) 2 Nr. water pump

Quality Control

The intention is to meet and exceed the client’s expectations through rigid observance to the

specifications and client involvement during all stages of construction. The AASHTO and

ASTM methods for compaction and soil testing will be utilised before and after construction to

ensure that the soil was unaffected by any possible contamination. Piles will be fully seasoned

before driving and reinforcements will be electroplated to avoid corrosion.

In addition, during construction, a site engineer will be placed at the location to ensure that all

technical specifications are adhered to and to ensure that the structure is constructed in

accordance with the details outlined in the drawing.

Occupational Health and Safety

The intension is to implement occupational health and safety (OH&S) plans to meet the

acceptable standards in the construction industry. Surplus to requirements, attention will be given

to the safe care and use of oils, fuel, lubricants and bituminous products in keeping with strict

environmental guidelines set out by the EPA of Guyana.

Additionally, workers will be properly briefed and supervised of the use and care of construction

equipment.


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In order to maintain good contractor/client relationship, consistent monitoring of the behavioral

approach of staff and tradesmen, with respect to workmanship and continual improvement, will

be ensured at all times.

In keeping with GCC Clauses (section vii: FIDIC Standard bidding document © 2005), it will be

ensured that potential traffic hazards are avoided as much as possible. At the end of the works it

will be made certain that the site’s surroundings are brought back to its original position as much

as possible.

DAY WORKS SCHEDULE

General

Work will not be executed on a daily basis without following written instruction by the Engineer.

Bidders will enter basic rates for day work items in the Schedules. These rates will apply to any

quantity of day work ordered by the Engineer. Nominal quantities have been indicated against

each item of day work, and the extended total for day work will be carried forward as a

Provisional Sum to the Summary Total Bid Amount. The rates of labour, materials and

equipment will be in Guyana dollars only.

Labour

In calculating payments due to the Contractor for the execution of day works, the hours for

labour will be reckoned from the time of arrival of the labour at the job site to execute the

particular item of day work to the time of departure from the job site, but excluding meal breaks

and rest periods. Only the time of classes of labour directly doing work ordered by the Engineer

and are competent to perform such work shall be measured. The time of gangers (charge hands)

actually doing work with the gangs will also be measured but not the time of foremen or other

supervisory personnel.

The Contractor shall be entitled to payment in respect of the total time that labour is employed

on day work, calculated on the basis of the rates for that class of labour entered in the "

SCHEDULE OF DAYWORK RATES: 1. LABOUR". The rates for labour shall be deemed to

cover all costs to the Contractor including (but not limited to) the amount of wages paid to such

labour, transportation time, overtime, subsistence allowances, and any sums paid to or on behalf


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of such labour for social benefits in accordance with the law, as well as Contractor's profit,

overheads, superintendence, liabilities and insurance and allowance to labour, timekeeping and

clerical and office work, the use of consumable stores water lighting and power; scaffolding

workshops and stores; portable power tools, manual plant and tools; supervision by the

Contractor's staff, foremen and other supervisory personnel; and charges incidental to the

foregoing.

Equipment

The Contractor will be entitled to payments in respect to the supplied constructional plant

employed on day work on the basis of rental rates entered by him in the “SCHEDULE OF

DAYWOR RATES”EQUIPMENT”. The said rates shall be deemed to include due and complete

allowance for depreciation, interest, and insurance, repairs, maintenance, supplies, fuel,

lubricant, and other consumables and all overhead, profit and administrative costs related to the

use of such equipment. The aggregate cost of drivers /operators and assistants also shall be

included in the rate of the equipment and no separate payment whatsoever shall be made to the

contractor in this connection.

In calculating the payment due to the Contractor for Constructional Plant employed on day work,

only the actual number of working hours shall be eligible for payment.

Materials

The Contractor will be entitled to payment with respect to materials used for day work (except

for materials for which the cost is included in the percentage addition to labour costs). The rates

entered by the contractor in the "SCHEDULE OF DAYWORK RATES: “MATERIALS" and

will be deemed to include overhead charges and profit as follows:

(a) The entered rates for materials shall include invoiced price, costs of freight, insurance,

handling expenses including stockpiling at site, damage, losses, wastage, and all incidentals

costs as applicable.

(b) The cost of hauling materials for use on work ordered to be carried out as day work, from the

store or stockpile on the Site to the place where it is to be used also will be included in the same

rate.


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PROJECT INFORMATION

The specification for the design of a steel building was given by Mr. Marlon Daniels (Lecturer

for CIV 428).

Considerations and Assumptions:

The design was done using BS5950 -1: 2000 and Code of Practices for the Structural use of

Steel. The structural analysis of the building was done manually using formulas and conditions

proved in the BS 5950-1:2000.

The load Gk were obtained from the weights of the actual construction materials used, while the

loading for the roof and all other floors were taken from British Standard 6399, Part 1-1996. Live

loads for floors were taken from British Standard 6399, Part 1-1996, and other consideration

taken by the design team. The effect of wind load was taken into considered because:

I. The building can be considered as a high rise structure.

II. The building might not be located amongst other buildings.

III. The initial loading analysis was calculated and then inputted into BS 5950 formulas to

generate the Moments and Shear Forces.


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SECOND FLOOR ELEMENTS DESIGNBS5950Reference

Calculations Output

DESIGN OF ROOF BEAMS (ALL ROOF BEAMS)

Figure1

BEAM B2Dead Loads:

The roof beams supports 250 mm R.C slab weight, ceiling weight and asphalt

finishes.(0.41 kN/m2)

Dead load

R.C slab weight = 24 kN/m3 x0.25m x8.0m = 48 kN/m

Dead load from asphalt finishes 19mm thk.2 layers = 3.28 kN/m

Dead load from ceiling = 0.25 kN/m2 x 8 = 2 kN/m

Total dead load = 53.28 kN/m

Imposed load

Load from wind = 0.032 kN/m2 x8m x8m = 2.048 kN

Load from services = 1.4 kN

Total imposed load = 3.448 kN

53.28kN/m

3.448kN/m


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BS5950Reference

Calculations Output

(Table 11).

IMPOSED LOAD

DEAD LOAD

8000

3.448 kN

2.76 kN

298.37 kN

Combined deadweight 53.28 kN/m

8000298.37 kN

2.76 kN

Figure2

BENDING MOMENT AND SHEAR FORCE

Total loading = (3.448 × 1.6) + (53.28 × 1.4)8 = 5.52 + 74.6 ×8 = 602.26 kN

Because the structure is symmetrical RA = RB = 602.26/2 = 301.13 kN.

The central bending moment, M, is

= + = .

+ .

= 11.04 + 596.8 = 607.84 kN.m

Assuming Py = 275 N/mm2

= = .

= 2210 cm3

From steel tables (Appendix B), suitable section chosen:

610 x229 x101 UB, Sx = 2880 cm3

CLASSIFICATION

Strength Classification

Because the flange thickness T = 14.8 mm (< 16 mm), then py = 275 N/mm2

(as assumed) from Table 11 and ε =

12 2

2

275N/1

275N/

mm

mm

Fv =301.13 kN

M = 607.84 kN/m


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BS5950Reference

Calculations Output

(Table 11).

4.2.3

4.2.5.2

Table 8

Section classification

b/T = 7.69 which is less than 9ε = 9. Hence from Table 4.4, flange is plastic.

Also d /t = 51.6 which is less than 80ε = 80. Hence from Table 11, web is

plastic.

Therefore 610 × 229 × 101 UB section is class 1 plastic.

SHEAR STRENGTH

As d /t = 51.6 < 70ε, shear buckling need not be considered.

Shear capacity of section, Pv, is

Pv = 0.6*py*Av = 0.6*py*t*D = 0.6 × 275 × 10.6 × 602.2= 1053× 103 N =

1053 kN

Now, as Fv (301.13 kN) < 0.6Pv = 631.8 kN (ok) (low shear load).

BENDING MOMENT From above

Mc = py*S = 275*2880*103 = 792× 106 N.mm= 792 kN.m

≤ 1.2*py*Z = 1.2 × 275 × 2510 × 103 = 828.3 × 106 N.mm = 828.3 kN.m

(OK)

Msw = 1.4 × (101 × 9.81/103)* = 11.1 kN.m

Mt = M + Msw = 607.84 + 11.1 = 618.94 kN.m < Mc (792 kN.m) (OK)

Deflection checks on steel beams (BS 5950)

c = = . ∗

∗ ∗ ∗ ∗ = 0.00024 m = 0.24 mm

From Table 8, the recommended maximum deflection for beams carrying

plaster is span/360 which equals 8000/360 = 22.0 mm.

Deflection is OK.

Mt= 618.94 kN/m

c = 0.24 mm


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BS5950Reference

Calculations Output

4.5.2.1

4.5.3.1

WEB BEARING AT SUPPORTS

Assuming the beam sits on 150 mm bearings at each end.

Pbw = (b1 + nk) t*pyw = (150 + 2 × 27.5) 10.6× 275 = 597.8× 103 N = 597.8

kN > 312.33 kN (OK)

where

k = T + r = 14.8 + 12.7 = 27.5 mm

n = 2 + 0.6be /k = 2 (since be = 0)

CONTACT STRESS AT SUPPORTS

Pcs = (b1 × 2(r +T)) py = (150 × 55) × 275 = 2268 × 103 N = 2268 kN > 312.33

kN (OK)

WEB BUCKLING AT SUPPORT

Since αe (= 75 mm) < 0.7d = 0.7 × 547.6 = 383.11 mm, buckling resistance of

the web is

Px = ∝ .

. * ε

( ) Pbw = .

. ∗ . * ∗ ∗ .

( ∗ . )∗ . * 597.8kN

Px = 544.6 kN 312.33 kN (OK) no web stiffeners are required at supports.

Use 610 × 229 × 101 UB

Figure 3

Pbw = 597.8 kN

Pcs= 2268 kN

Px = 544.6 kN


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BS5950Reference

Calculations Output

BEAM A1Dead Loads:

The roof beams supports 250 mm R.C slab weight, ceiling weight and asphalt


Dead load


Dead load from asphalt finishes 19mm thk.2 layers = 1.64 kN/m

Dead load from ceiling = 0.25 kN/m2 x 4= 1 kN/m


Imposed load



Total imposed load = 2.424kN

IMPOSED LOAD

DEAD LOAD

8000

2.424 kN

1.94 kN

149.184 kN


8000149.184 kN

1.94 kN

Figure 4


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BS5950Reference

Calculations Output

Table 11

4.2.3

DESIGN BENDING MOMENT AND SHEAR FORCE

Total loading = (2.424 × 1.6) + (26.64 × 1.4)8 = 3.88 + 37.30 ×8 = 302.25 kN



= + = .

+ .

= 7.76 + 298.4 = 306.16 kN.m


= = .

= 1165 cm3


457 x191 x67 UB, Sx = 1470 cm3

CLASSIFICATION



(as assumed) from Table 4.3 and ε =

12 2

2

275N/1

275N/

mm

mm

(Table 4.4).


b/T = 7.48 which is less than 9ε = 9. Hence from Table 11, flange is plastic.

Also d /t = 48 which is less than 80ε = 80. Hence from Table 4.4, web is

plastic.


SHEAR STRENGTH

As d /t = 48 < 70ε, shear buckling need not be considered.


Pv = 0.6*py*Av = 0.6*py*t*D = 0.6 × 275 × 8.5 × 453.6= 636 × 103 N = 636

kN


Fv =151.12 kN

M = 306.16 kN/m


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BS5950Reference

Calculations Output

4.2.5.2

Table 8

4.5.2.1


Mc = py*S = 275*1470*103 = 404× 106 N.mm= 404 kN.m

≤ 1.2*py*Z = 1.2 × 275 × 1296 × 103 = 427.7 × 106 N.mm = 427.7 kN.m

(OK)

Msw = 1.4 × (67 × 9.81/103)* = 7.36 kN.m



c = = . ∗

∗ ∗ ∗ ∗ = 0.006 m = 0.6 mm



Deflection is OK.



Pbw = (b1 + nk) t*pyw = (150 + 2 × 22.9) 8.5 × 275 = 457× 103 N = 457 kN >

151.52 kN (OK)

where

k = T + r = 12.7 + 10.2 = 22.9 mm

n = 2 + 0.6be /k = 2 (since be = 0)


Pcs = (b1 × 2(r +T)) py = (150 × 45.8) × 275 = 1889 × 103 N = 1889 kN >

151.52 kN (OK)

Mt= 313.52 kN/m

c = 0.6 mm

Pbw = 457 kN

Pcs= 1889 kN


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BS5950Reference

Calculations Output

5.5.3.1



the web is

Px = ∝ .

. * ε

( ) Pbw = .

. ∗ . * ∗ ∗ .

( ∗ . )∗ . * 457kN


Use 457 x191 x67 UB

Figure 5

Px = 216.48 kN


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BS5950Reference

Calculations Output

DESIGN OF COLUMNS

Design of Column B2: Roof to Second Floor

Design Load = 1204.54 kN

Column B2 is a purely axially loaded column. It takes the reactions off of

beams 2A and 2B; and B1 and B2. The self-weight of the column, is taken as

0.45kN/m.

Dead Load Axial (kN)

Imposed Load (kN)

Total Design Load

2 No. B1/B2 = 596.742 No. 2A/2B = 596.74Total = 1193.5 kN

5.525.5211.04 kN

= 1.4 + 1.6 = (1193.5) + (11.04) = .Design Load = Fc = 1204.54 kN

Figure 6


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BS5950Reference

Calculations Output

4.7.4

Try 203 x 203 UC 86

Try 203 x 203 UC 86, ,16mmt 2/275 mmNp y = 110 , = 53.2From Table 24, = 1.2 = 5.52 m

*Member effectively held in position and restrained in direction at both ends.

Slenderness = = . = 104

From Table 27(c),

= 119UC section is not slender,Compressive Resistance

= = ,= 1309 kN

> … … … … 1309 > 1204.54The section is satisfactory. Use 203 x 203 UC 86

Figure 7

Pc = 119 N/mm2


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BS5950Reference

Calculations Output

DESIGN OF COLUMNS

Design of Column B1: Roof to Second Floor



beams 1A and 2B; B2. The self-weight of the column, is taken as 0.45kN/m.


Imposed Load (kN)

Total Design Load

2 No. 1A/2B = 596.74

1 No. B1 = 298.37

Total = 895.11 kN

5.522.76

8.28 kN

= 1.4 + 1.6 = (895.11) + 8.28 = .Design Load =Fc = 903.39 kN

Figure 8


25 | P a g e

BS5950Reference

Calculations Output

4.7.4

Try 203 x 203 UC 86

Try 203 x 203 UC 86, ,16mmt 2/275 mmNp y

= 110 , = 53.2From Table 24, = 0.7 = 3.22 m


Slenderness = = . = 60.5

From Table 27(c),

= 201UC section is not slender,

Compressive Resistance

= = = 2211 kN


Figure 9

Pc = 201 N/mm2


26 | P a g e

BS5950Reference

Calculations Output

DESIGN OF BRACKET CONNECTION FOR BEAM 2AThe bolted connection shown carries the vertical ultimate load from beam 2A

of 301.13 kN placed at an eccentricity of 100mm. Using 10 No 16-mm

diameter grade 8.8 bolts and the approximate method, the design is set out

below.

Figure 10


27 | P a g e

BS5950Reference

Calculations Output

6.3.4.2

APPROXIMATE METHOD

Since the bolts are subject to combined shear and tension, the bolts should be

checked for shear, tension and combined shear and tension separately.

SHEAR

Design shear force, P = 301.13 kN

Number of bolts, N = 10

Shear force/bolt, Fs = P/N = 301.13/10 = 30.113 kN

Shear capacity of bolt, Ps, is

Psd = 2Ps = ps As = 2 x 375 x 157 = 117.8 × 103N = 117.8 kN > Fs OK

TENSILE CAPACITY

Maximum bolt tension, Ft, is

= 1 2Σ

Ft= 276.81 250 400 2Σ (40 + 100 + 200 + 300 + 400 )Ft = 45.89 kN

Tension capacity, Pnom, is

Pnom = 0.8 = 0.8 × 560 × 157 = 70.3 × 103 N = 70.3 kN ˃ Ft Okay

COMBINED SHEAR AND TENSION

Combined check:

+ ≤ 1.430.113117.8 + 45.8970.3 = 0.9 ≤ 1.4

Hence the M16, grade 8.8 bolts are satisfactory.

Fs = 30.113 kN

Psd = 117.8 kN

Ft = 45.89 kN


28 | P a g e

BS5950Reference

Calculations Output

6.3.2.1

BEAM-TO-COLUMN CONNECTION USING WEB CLEATSDesign of double angle web cleat beam-to-column connection detail shown

below is suitable to resist the design shear force, V, of 301.13 kN. Assume the

steel is grade S275 and the bolts are M16 grade 8.8 in 2 mm clearance holes.

CHECK FASTENER SPACING AND EDGE/END DISTANCES

Diameter of bolt, db = 16 mm

Diameter of bolt hole, Dh = 18mm

Pitch of bolt, p = 140 mm and 60 mm

Edge distance, e1 = 40 mm

End distance, e2 = 60 mm and 50 mm

Thickness of angle cleat, tp = 10 mm

The following conditions need to be met:

Pitch ≥ 2.5db = 2.5 × 16 = 32 < 140 and 60 OK

Pitch ≤ 14tp = 14 × 10 = 140 ≤ 140 and 60 OK

Edge distance e1 ≥ 1.4Dh = 1.4 × 18= 25.2 < 40 OK

End distance e2 ≥ 1.4Dh = 1.4 × 18 = 25.2 < 60 and 50 OK

e1 and e2 ≤ 11tpε = 11 × 10 × 1 = 110 < 40, 50 and 60 OK

(For grade S275 steel with tp = 10 mm, py = 275 N/mm2, ε = 1.) Hence all

fastener spacing and edge/end distances to fasteners are satisfactory.

CHECK STRENGTH OF BOLTS CONNECTING CLEATS TO

SUPPORTING COLUMN

Shear

6 No., M16 grade 8.8 bolts. Hence As = 157 mm2 (Table 4.22) and ps = 375

N/mm2 (Table 4.19).

Shear capacity of single bolt, Ps, is

Ps = psAs = 375 × 157 = 59 × 103 = 59 kN

Shear capacity of bolt group is

6Ps = 6 × 59 = 354 kN > V = 303.13 kN

Ps = 59 kN


29 | P a g e

BS5950Reference

Calculations Output

Hence bolts are adequate in shear.

Bearing

Bearing capacity of bolt, Pbb, is given by

Pbb = dbtpbb = 16 × 10 × 1000 = 160× 103 = 160 kN

Since thickness of angle cleat (= 10 mm) < thickness of column flange (= 23.8

mm), bearing capacity of cleat is critical. Bearing capacity of cleat,

Pbs, is given by

Pbs = kbsdbtpbs = 1 × 16 × l0 × 460 = 73 × 103 N = 73kN

≤ 0.5kbsetpbs = 0.5 × 1 × 60 × 10 × 460 = 138 × 103 N = 138 kN

Bearing capacity of connection is 6 × 73 = 438 kN > V = 303.13 kNTherefore bolts are adequate in bearing.

CHECK STRENGTH OF BOLT GROUP CONNECTING CLEATS TO WEB OF SUPPORTED BEAM

Shear6 No., M16 grade 8.8 bolts; from above, As = 157 mm2 and ps = 375 N/mm2

Since bolts are in double shear, shear capacity of each bolt is2Ps = 2 × 59 = 118 kN

Loads applied to the bolt group are vertical shear, V = 303.13 kN and moment, M = 303.13 × 50 × 10−3 = 15.16 kN m.

Outermost bolt (Al) subject to greatest shear force which is equal to the resultant of the load due to the moment,

M = 15.16 kN m and vertical shear force, V = 303.13 kN. Load on the outermost bolt due to moment, Fmb, is given by

= = .

= 36.1 kN

where A is the area of bolt and Z the modulus of the bolt group given by

=

in which I is the inertia of the bolt group equal to 2A(302 + 902 + 1502) = 63000A mm4

Load on outermost bolt due to shear, Fvb, is given by Fvb = V/ No. of bolts = 303.13/6 = 50.52 kN

Resultant shear force of bolt, Fs, is Fs = (F 2 vb + F 2mb)1/2 = (50.522 + 36.12)1/2

= 62.1 kNSince Fs (= 62.1 kN) < 2Ps (= 118 kN) the bolts are adequate in shear.

Fmb = 36.1 kN


30 | P a g e

FIRST FLOOR ELEMENTS DESIGNBS5950Reference

Calculations Output

DESIGN OF SECOND FLOOR BEAMS (ALL FLOOR BEAMS)

Figure 11

BEAM B2Dead Loads:

The floor beams supports 250 mm R.C slab weight, ceiling weight and

finishes .(0.899 kN/m2)

Dead load


Dead load from ceiling and finishes = 7.192 kN/m


Imposed load


Load for Movie theater = 1.5 kN


BS5950 Calculations Output


31 | P a g e

Reference

Table 11

IMPOSED LOAD

DEAD LOAD

8000

3.548 kN

2.84 kN

309.1 kN


8000309.1 kN

2.84 kN

Figure 12


Total loading = (3.548 × 1.6) + (55.192 × 1.4)8 = 5.52 + 74.6 ×8 = 623.83 kN



= + = .

+ .

= 11.36 + 618.16 = 629.52 kN.m


= = .

= 2289 cm3


610 x229 x101 UB, Sx = 2880 cm3

CLASSIFICATION




12 2

2

275N/1

275N/

mm

mm

(Table 4.4).

Fv = 311.9 kN

M = 629.52 kN.m



32 | P a g e

Reference

Table 11

4.2.3

4.2.5.2

Table 8



Also d /t = 51.6 which is less than 80ε = 80. Hence from Table 11, web is

plastic.


SHEAR STRENGTH



Pv = 0.6*py*Av = 0.6*py*t*D = 0.6 × 275 × 10.6 × 602.2= 1053× 103 N =

1053 kN



Mc = py*S = 275*2880*103 = 792× 106 N.mm= 792 kN.m

≤ 1.2*py*Z = 1.2 × 275 × 2510 × 103 = 828.3 × 106 N.mm = 828.3 kN.m

(OK)

Msw = 1.4 × (101 × 9.81/103)* = 11.1 kN.m



c = = . ∗

∗ ∗ ∗ ∗ = 0.00024 m = 0.24 mm



Deflection is OK.

Pv = 1053 kN

Mt = 640.62 kN.m

c = 0.24



33 | P a g e

Reference

4.5.2.1

5.5.3.1



Pbw = (b1 + nk) t*pyw = (150 + 2 × 27.5) 10.6× 275 = 597.8× 103 N = 597.8

kN > 312.33 kN (OK)

where

k = T + r = 14.8 + 12.7 = 27.5 mm

n = 2 + 0.6be /k = 2 (since be = 0)


Pcs = (b1 × 2(r +T)) py = (150 × 55) × 275 = 2268 × 103 N = 2268 kN > 312.33

kN (OK)



the web is

Px = ∝ .

. * ε

( ) Pbw = .

. ∗ . * ∗ ∗ .

( ∗ . )∗ . * 597.8kN


Use 610 × 229 × 101 UBFigure 13

Pbw = 597.8 kN

Pcs = 2268 kN

Px = 544.6 kN



34 | P a g e

Reference

BEAM A1Dead Loads:

The roof beams supports 250 mm R.C slab weight, ceiling weight and


Dead load




Imposed load




IMPOSED LOAD

DEAD LOAD

8000

2.524 kN

2.02 kN

154.56 kN


8000`154.56 kN

2.02 kN

Figure 14

BS5950Reference

Calculations Output


35 | P a g e

Table 11

4.2.3


Total loading = (2.524 × 1.6) + (27.6 × 1.4)8 = 4.04 + 38.64 ×8 = 313.16 kN



= + = .

+ .

= 8.08+ 309.12 = 317.2 kN.m


= = .

= 1153 cm3


457 x191 x67 UB, Sx = 1470 cm3

CLASSIFICATION



(as assumed) from Table 4.3 and ε =

12 2

2

275N/1

275N/

mm

mm

(Table 4.4).


b/T = 7.48 which is less than 9ε = 9. Hence from Table 11, flange is plastic.


plastic.


SHEAR STRENGTH

As d /t = 48 < 70ε, shear buckling need not be considered.


Pv = 0.6*py*Av = 0.6*py*t*D = 0.6 × 275 × 8.5 × 453.6= 636 × 103 N = 636

kN


Fv = 156.58 kN

M = 317.2 kN.m

Pv = 636 kN

BS5950Reference

Calculations Output


36 | P a g e

4.2.5.2

Table 8

4.5.2.1


Mc = py*S = 275*1470*103 = 404× 106 N.mm= 404 kN.m

≤ 1.2*py*Z = 1.2 × 275 × 1296 × 103 = 427.7 × 106 N.mm = 427.7 kN.m

(OK)

Msw = 1.4 × (67 × 9.81/103)* = 7.36 kN.m



c = = . ∗

∗ ∗ ∗ ∗ = 0.0004 m = 0.4 mm



Deflection is OK.



Pbw = (b1 + nk) t*pyw = (150 + 2 × 22.9) 8.5 × 275 = 457× 103 N = 457 kN >

151.52 kN (OK)

where

k = T + r = 12.7 + 10.2 = 22.9 mm

n = 2 + 0.6be /k = 2 (since be = 0)


Pcs = (b1 × 2(r +T)) py = (150 × 45.8) × 275 = 1889 × 103 N = 1889 kN >

151.52 kN (OK)



the web is

Mt = 324.56 kN.m

c = 0.4 mm

Pbw = 457 kN

Pcs = 1889 kN

BS5950Reference

Calculations Output


37 | P a g e

5.5.3.1

Px = ∝ .

. * ε

( ) Pbw = .

. ∗ . * ∗ ∗ .

( ∗ . )∗ . * 457kN

Px = 216.48 kN 151.52 kN (OK) no web stiffeners are required at supports

Use 457 x191 x67 UB

Figure 15

Px = 216.48 kN

BS5950Reference

Calculations Output


38 | P a g e

DESIGN OF COLUMNS

Design of Column B2: Second Floor to First Floor

Design Load = 1247.8 kN +12045.54 kN = 2452.34 kN.



0.45kN/m.


Imposed Load (kN)

Total Design Load

2 No. B1/B2 = 618.2

2 No. 2A/2B = 618.2

Total = 1236.4 kN

5.69

5.69

13.38 kN

= 1.4 + 1.6 = (1236.4) + (13.38) = .Design Load = Fc = 1247.8 kN

BS5950Reference

Calculations Output

Figure 16


39 | P a g e

4.7.4

Try 254 x 254 UC 107

Try 254 x 254 UC 107, ,16mmt 2/275 mmNp y

= 137 , = 65.7From Table 24, = 1.2 = 4.32m



From Table 27(c),



= = = 2616.7 kN

> … … … … 2616.7 > 2452.34The section is satisfactory. Use 254 x 254 UC 107

Figure 17

Pc = 2616.7 kN

BS5950Reference Calculations Output


40 | P a g e

DESIGN OF COLUMNS


Design Load = 935.82 kN + 903.39 kN = 1839.21 kN.




Imposed Load (kN)

Total Design Load

2 No. 1A/2B = 618.2

1 No. B1 = 309.1

Total = 927.3 kN

5.682.848.52 kN

= 1.4 + 1.6 = (927.3) + 8.52 = .Design Load = Fc = 935.82 kN


Figure 18


41 | P a g e

Reference

4.7.4

Try 254 x 254 UC 107

Try 254 x 254 UC 107, ,16mmt 2/275 mmNp y

= 137 , = 65.7From Table 24, = 0.7 = 2.52 m



From Table 27(c),



= = = 3329.1 kN


254 x 254 UC 107

Figure 19

Pc = 3329.1 kN

BS5950Reference

Calculations Output


42 | P a g e


0f 311.9 kN placed at an eccentricity of 100mm. Using 10 No 16-mm


below.

Figure 20

BS5950Reference

Calculations Output


43 | P a g e

6.3.4.2

APPROXIMATE METHOD



SHEAR






TENSILE CAPACITY


= 1 2Σ

Ft= 276.81 250 400 2Σ (40 + 100 + 200 + 300 + 400 )Ft = 45.89 kN


Pnom = 0.8 = 0.8 × 560 × 157 = 70.3 × 103 N = 70.3 kN ˃ Ft Okay


Combined check:

+ ≤ 1.431.19117.8 + 45.8970.3 = 0.92 ≤ 1.4


Ft = 45.89 kN

BS5950Reference

Calculations Output


44 | P a g e












Pitch ≥ 2.5db = 2.5 × 16 = 32 < 140 and 60 OK

Pitch ≤ 14tp = 14 × 10 = 140 ≤ 140 and 60 OK



e1 and e2 ≤ 11tpε = 11 × 10 × 1 = 110 < 40, 50 and 60 OK




SUPPORTING COLUMN

Shear


N/mm2 (Table 4.19).


Ps = psAs = 375 × 157 = 59 × 103 = 59 kN


6Ps = 6 × 59 = 354 kN > V = 303.13 kNBS5950Reference Calculations Output


45 | P a g e


Bearing


Pbb = dbtpbb = 16 × 10 × 1000 = 160× 103 = 160 kN



Pbs, is given by


≤ 0.5kbsetpbs = 0.5 × 1 × 60 × 10 × 460 = 138 × 103 N = 138 kN








= = .

= 36.1 kN


=






46 | P a g e

GROUND FLOOR ELEMENTS DESIGNBS5950Reference

Calculations Output

DESIGN OF FIRST FLOOR BEAMS (ALL FLOOR BEAMS)

Figure 21

BEAM B2Dead Loads:

The floor beams supports 250 mm R.C slab weight, ceiling weight and

finishes .(0.899 kN/m2)

Dead load




Imposed load


Load for Game Arcade = 3.6 kN




47 | P a g e

Reference

Table 11

IMPOSED LOAD

DEAD LOAD

8000

3.548 kN

2.84 kN

309.1 kN


8000309.1 kN

2.84 kN

Figure 21DESIGN BENDING MOMENT AND SHEAR FORCE

Total loading = (5.648 × 1.6) + (55.192 × 1.4)8 = 9.04 + 77.27×8 = 627.19kN



= + = .

+ .

= 18.08 + 618.16 = 636.24 kN.m


= = .

= 2314 cm3


610 x229 x101 UB, Sx = 2880 cm3

CLASSIFICATION




12 2

2

275N/1

275N/

mm

mm

(Table 4.4).

Fv = 313.59 kN

M = 636.24 kN.m



48 | P a g e

Reference

4.2.3

4.2.5.2

Table 8



Also d /t = 51.6 which is less than 80ε = 80. Hence from Table 4.4, web is

plastic.


SHEAR STRENGTH



Pv = 0.6*py*Av = 0.6*py*t*D = 0.6 × 275 × 10.6 × 602.2= 1053× 103 N =

1053 kN



Mc = py*S = 275*2880*103 = 792× 106 N.mm= 792 kN.m

≤ 1.2*py*Z = 1.2 × 275 × 2510 × 103 = 828.3 × 106 N.mm = 828.3 kN.m

(OK)

Msw = 1.4 × (101 × 9.81/103)* = 11.1 kN.m



c = = . ∗

∗ ∗ ∗ ∗ = 0.0004 m = 0.4 mm



Deflection is OK.

Pv = 1053 kN

Mt = 647.34 kN.m

c = 0.4 mm



49 | P a g e

Reference

4.5.2.1

5.5.3.1



Pbw = (b1 + nk) t*pyw = (150 + 2 × 27.5) 10.6× 275 = 597.8× 103 N = 597.8

kN > 312.33 kN (OK)

where

k = T + r = 14.8 + 12.7 = 27.5 mm

n = 2 + 0.6be /k = 2 (since be = 0)


Pcs = (b1 × 2(r +T)) py = (150 × 55) × 275 = 2268 × 103 N = 2268 kN > 312.33

kN (OK)



the web is

Px = ∝ .

. * ε

( ) Pbw = .

. ∗ . * ∗ ∗ .

( ∗ . )∗ . * 597.8kN


Use 610 × 229 × 101 UBFigure 22

Pbw = 597.8 kN

Pcs = 2268 kN

Px = 544.6 kN



50 | P a g e

Reference

BEAM A1Dead Loads:

The roof beams supports 250 mm R.C slab weight, ceiling weight and


Dead load




Imposed load


Load from Game Arcade = 3.6 kN


IMPOSED LOAD

DEAD LOAD

8000

2.524 kN

2.02 kN

154.56 kN


8000`154.56 kN

2.02 kN

Figure 23DESIGN BENDING MOMENT AND SHEAR FORCE

Total loading = (4.624 × 1.6) + (27.6 × 1.4)8 = 7.4 + 38.64 ×8 = 316.52 kN

Because the structure is symmetrical RA = RB = 316.52/2 = 158.26 kN. Fv = 158.26 kN


51 | P a g e

BS5950Reference

Calculations Output

Table 11

4.2.3

4.2.5.2


= + = .

+ .

= 14.8 + 309.12 = 323.92 kN.m


= = .

= 1178 cm3


457 x191 x67 UB, Sx = 1470 cm3

CLASSIFICATION




12 2

2

275N/1

275N/

mm

mm

(Table 4.4).




plastic.


SHEAR STRENGTHAs d /t = 48 < 70ε, shear buckling need not be considered.


Pv = 0.6*py*Av = 0.6*py*t*D = 0.6 × 275 × 8.5 × 453.6= 636 × 103 N = 636

kN



Mc = py*S = 275*1470*103 = 404× 106 N.mm= 404 kN.m

≤ 1.2*py*Z = 1.2 × 275 × 1296 × 103 = 427.7 × 106 N.mm = 427.7 kN.m(OK)

M = 323,92 kN.m

Pv = 636 kN



52 | P a g e

Reference

4.5.2.1

5.5.3.1

Msw = 1.4 × (67 × 9.81/103)* = 7.36 kN.m



c = = . ∗

∗ ∗ ∗ ∗ = 0.0004 m = 0.4 mm

From Table 4.5, the recommended maximum deflection for beams carrying


Deflection is OK.



Pbw = (b1 + nk) t*pyw = (150 + 2 × 22.9) 8.5 × 275 = 457× 103 N = 457 kN >

151.52 kN (OK)

where

k = T + r = 12.7 + 10.2 = 22.9 mm

n = 2 + 0.6be /k = 2 (since be = 0)


Pcs = (b1 × 2(r +T)) py = (150 × 45.8) × 275 = 1889 × 103 N = 1889 kN >

151.52 kN (OK)



the web is

Px = ∝ .

. * ε

( ) Pbw = .

. ∗ . * ∗ ∗ .

( ∗ . )∗ . * 457kN


Mt = 324.56 kN.m

c = 0.4 mm

Pbw = 457 kN

Pcs = 1889 kN

Px = 216.48 kN

BS5950Reference

Calculations Output


53 | P a g e

Use 457 x191 x67 UBFigure 24

BS5950Reference

Calculations Output

DESIGN OF COLUMNS


54 | P a g e


Design Load = 1254.48 + 1247.8 kN +12045.54 kN = 3706.82 kN.



0.45kN/m.


Imposed Load (kN)

Total Design Load

2 No. B1/B2 = 618.22 No. 2A/2B = 618.2Total = 1236.4 kN

9.049.0418.08 kN

= 1.4 + 1.6 = (1236.4) + (18.08) = .Design Load =Fc = 1254.48 kN


Try 254 x 254 UC 167Try 254 x 254 UC 167, ≤ 40

Figure 25


55 | P a g e

4.7.4

== 212 , = 67.9

From Table 24, = 1.2 = 4.32m



From Table 27(c),



= = = 4028 kN


Figure 26

Pc = 4028 kN

BS5950Reference

Calculations Output

DESIGN OF COLUMNS


56 | P a g e

Design of Column B1: First Floor to Second Floor

Design Load = 940.86 + 935.82 kN + 903.39 kN = 2780.1 kN.




Imposed Load (kN)

Total Design Load

2 No. 1A/2B = 618.21 No. B1 = 309.1Total = 927.3 kN

9.044.5213.56 kN

= 1.4 + 1.6 = (927.3) + 13.56 = .Design Load =

Fc = 940.86 kN

BS5950Reference

Calculations Output

Figure 27


57 | P a g e

4.7.4

Try 254 x 254 UC 167Try 254 x 254 UC 167, ≤ 40

== 212 , = 67.9

From Table 24, = 0.7 = 2.52m



From Table 27(c),



= = = 4960.8 kN


Figure 28

Pc = 4960.8 kN



58 | P a g e

Reference


0f 313.59 kN placed at an eccentricity of 100mm. Using 10 No 16-mm


below.

BS5950Reference

Calculations Output

Figure 29


59 | P a g e

6.3.4.2

APPROXIMATE METHOD



SHEAR






TENSILE CAPACITY


= 1 2Σ

Ft= 276.81 250 400 2Σ (40 + 100 + 200 + 300 + 400 )Ft = 45.89 kN


Pnom = 0.8 = 0.8 × 560 × 157 = 70.3 × 103 N = 70.3 kN ˃ Ft Okay


Combined check:

+ ≤ 1.431.36117.8 + 45.8970.3 = 0.92 ≤ 1.4


Fs = 31.36 kN

Psd = 117.8 kN

Ft = 45.89 kN

Pnorm = 70.3 kN



60 | P a g e












Pitch ≥ 2.5db = 2.5 × 16 = 32 < 140 and 60 OK

Pitch ≤ 14tp = 14 × 10 = 140 ≤ 140 and 60 OK



e1 and e2 ≤ 11tpε = 11 × 10 × 1 = 110 < 40, 50 and 60 OK




SUPPORTING COLUMN

Shear


N/mm2 (Table 4.19).


Ps = psAs = 375 × 157 = 59 × 103 = 59 kN


6Ps = 6 × 59 = 354 kN > V = 303.13 kNBS5950Reference Calculations Output


61 | P a g e


Bearing


Pbb = dbtpbb = 16 × 10 × 1000 = 160× 103 = 160 kN



Pbs, is given by


≤ 0.5kbsetpbs = 0.5 × 1 × 60 × 10 × 460 = 138 × 103 N = 138 kN








= = .

= 36.1 kN


=





BS5950Reference

Calculations Output


62 | P a g e

DESIGN OF BASE PLATE FOR COLUMN B2Compression strength of concrete 25 N/mm2

Design of Column Base for Column B2

Column B2: 254 x 254 UC 167

Axial load at base- 3706.82 kN (Dead + Imposed)


Bearing Strength of concrete = 0.6AREA OF BASEPLATE

Effective area: ≥ = .

. = 2.5 x 105 mm2

ACTUAL AREA

: = ( + 2 )( + 2 ) − 2{( − 2[ + ])([ + 2 ] − [ + 2 ]}2.5 x 105 = (264.5 + 2 )(289.1 + 2 ) − 2{(289.1 − 2[31.7 + ])([264.5 +

2 ] − [19.2 + 2 ]}c = 152 mm

Minimum length of baseplate = D + 2c = 289.1 + 2 x 152 = 593.1 mm

Minimum width of base plate = B + 2c = 264.5 + 2 x 152 = 568.5 mm

Provide 600 x 600 mm base plate in grade S275 steel.

BASEPLATE THICKNESS

Assuming a base plate thickness of less than 80 mm the design strength

pyp = 245 N/mm2. The actual base plate thickness, tp, is

tp = [ ]1 . = 152 [3 x(0.6 x 25) /245]0.5 = 65.3 mm

Hence, a 600 mm x 600 mm x 70 mm thick base plate in grade S275 steel

should be suitable.

The arrangement of the column base is as shown below:

Abe = 2.5 x 105

mm2

C = 152 mm

BS5950Reference

Calculations Output


63 | P a g e

Figure 30


64 | P a g e

DISCUSSIONS

The design of a structure may be judged by whether it fulfills the required function safely, can be

built with economy and can maintain an acceptable appearance for its specified lifetime. As a

result, it means that the design of structural steelwork is assessed based on the criteria of safety,

economy and appearance.

Safety is assessed by considering the strength of the structure relative to the loads which it is

expected to carry. In practice this assessment is applied to each structural element in turn, but

these individual element checks are not sufficient without considering the overall safety of the

framework. The strength of the structural element must always exceed the effects of the loads by

a margin which is known as the factor of safety. In general sense assessment of the structure

includes all the criteria by which its performance should be judged, e.g. strength, deflection,

vibration, bending, etc. In this project, the design was done in accordance with B.S. 5950. As a

result of the dead and imposed loads of the members, analyses using the size of the various

members were possible and were found to be adequate; since all the necessary checks were

satisfied: bending, compressions, deflection, shear and lateral torsional buckling.

Whilst in practice economy of the design is of great importance to the owner of the finished

structure, students were not required to make an economic assessment. However, two basic

matters should be taken into account. Firstly, the finished design should match, without

excessively exceeding, as many of the design criteria as possible. Clearly the provision of excess

strength in a structural element without reason will not be seen as economic. Secondly, in

structural steelwork only part of the cost is contained in the rolled steel sections, and a large part

of the cost results from fabrication and erection processes. Consequently, economic design does

not result from finding the smallest structural size and weight without considering the difficulties

of fabrication. In many cases repetition of a member size and standardization of components can

lead to substantial overall savings.

The appearance of the finished structure is generally of great importance due to the very size and

impact of frames in structural steel. The achievement of an element design is desirable not only

in complete structures but in small design details. It is here that students should try to achieve

elegant, neat and balanced solutions to problems. In many cases, these may be found to be the

most economically sound solutions.


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CONCLUSIONS

Based on the objective of this project it can be stated that first order assessment on the variability

of the loading conditions for various steel components are possible. The results obtained enabled

the establishment of the design of the various members of the proposed structure being designed

using the BS 5950 part 1-2000, BS 6399 Part 2, etc. Further, it was found that the building

members that were designed using the relevant codes were adequate in passing the required tests

as outlined in BS 5950 and the elements of design for steel members.

Additionally, it can be stated that a simple basis for design of steel structures is to consider a

structural framework composed of a number of elements connected together. Loads are sustained

by the element, and its reactions transferred to other elements via the connections. In this simple

concept for design, it is essential that overall action of the framework is considered.


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REFERENCES

[1] Morris L. J., Plum D. R., (1988) Structural Steelwork Design To BS 5950. United Kingdom: Longman Scientific & Technical Inc.

[2] BS 5268, (2002). Structural use of timber. Retrieved April, 2, 2011] from [Structural use of Timber][http:// www.nzwood.co.nz/how-wood/seismic-design/]

[3] Draycott. T (1999) Structural Elements Design Manual .Linacre House, Wildwood Avenue.

[4] No Author, (2005). Guide to Timber Design. Retrieved [April, 2, 2011] from [Library - University Services - The University of Newcastle 2006][http://www.The University of Newcastle, Australia.html]

[5] No Author, (2004). Example of Steel Member Design (2004). Retrieved April , 2011, from page 2-4] at [http//:www.instructional1.calstatela.edu/dfrankl/CURR/pdf]

[6] BS 5950–1: 2000: Structural use of steelwork in buildings; Part 1: Code of practice for design – rolled and welded sections

[7] BS 6399: Design loading for buildings; Part 1: Code of practice for dead and imposed loads, 1996; Part 2: Code of practice for wind loads, 1997; Part 3: Code of practice for imposed roof loads, 1988.


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APPENDICES

Steel Design Project Civ 428 (O.B1)

Documents

Transcript of Steel Design Project Civ 428 (O.B1)