appendix d headquarters

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Neepsend Redevelopment Appendix D – HQ Superstructure Design – Techni Consultants

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Associated Documents Main Report Detailed Design Report Appendix A Ground Model Appendix B Contamination Appendix C Foundations and Substructure Appendix D HQ Superstructure Appendix E Terminus Superstructure Appendix F Bridge Superstructure Appendix G Drainage Appendix H Project Management, Team Management and Construction Management

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Contents Page

Table of Contents

1. Introduction ................................................................................................................................................. 5

2. Wider Development Context ......................................................................................................................... 5

3. Overview of Design ....................................................................................................................................... 5

4. Brief from Concept Design Stage ................................................................................................................... 6

5. Initial Design & Brainstorming ....................................................................................................................... 7 5.1. Critical Analysis of the Design to Meet the Client’s Brief .......................................................................... 7 Considerations for the new design:................................................................................................................... 7 6.1. Orientation of Building ........................................................................................................................... 8 6.2. Material Selection .................................................................................................................................. 8 6.3. Quality and safety .................................................................................................................................. 9 6.4. Slab Selection ........................................................................................................................................ 9 6.5. Beam Selection .................................................................................................................................... 10

6.5.1. Universal I- Beams .................................................................................................................................... 10 6.5.2. Cellular beams .......................................................................................................................................... 10 6.5.3. Composite beams ..................................................................................................................................... 10

6.6. Practical Considerations ....................................................................................................................... 11 6.6.1. Minimum Beam Widths ............................................................................................................................ 11 6.6.2. Site or shop welded .................................................................................................................................. 11 6.6.3. Detailing of edge beams ........................................................................................................................... 12 6.6.4. Temporary stability ................................................................................................................................... 12

7. Sustainability .............................................................................................................................................. 13 7.1.1. Materials used .......................................................................................................................................... 13 7.1.2. Thermal Mass ............................................................................................................................................ 14 7.1.3. Double Glazed Glass Façade ..................................................................................................................... 14 7.1.4. Lighting and Heating ................................................................................................................................. 14 7.1.5. Ventilation ................................................................................................................................................ 14

8. Other Considerations .................................................................................................................................. 15 8.1.1. Floor Vibrations (Murray, 2011) ............................................................................................................... 15 8.1.2. Acoustic Performance ............................................................................................................................... 15 8.1.3. Corrosion Protection ................................................................................................................................. 15

9. Services (Steel Constructions, 2016) ............................................................................................................ 15 9.1. Integration of services with the plant room .......................................................................................... 15

9.1.1. Vertical services ........................................................................................................................................ 15 9.1.2. Horizontal services .................................................................................................................................... 16

9.2. Ventilation........................................................................................................................................... 16 9.3. Cooling systems ................................................................................................................................... 16 9.4. Lighting ............................................................................................................................................... 16 9.5. Drainage .............................................................................................................................................. 16 9.6. Fire alarms and Sprinklers .................................................................................................................... 16 9.7. Lifts and Staircases ............................................................................................................................... 17

10. Connections.............................................................................................................................................. 18 10.1. Beam to Column Connections ............................................................................................................ 18

10.1.1. Fin plates ................................................................................................................................................. 18 10.1.2. Endplates ................................................................................................................................................ 18

10.2. Column Splice Connections ................................................................................................................ 18 10.3. Column to Pile Base Plate Connection ................................................................................................ 18

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10.4. Movement Joints ............................................................................................................................... 19 10.5. Double Glazed Glass Façade Panels. ................................................................................................... 19 12.1. Offices Floors ..................................................................................................................................... 23

12.1.1. Dead loads .............................................................................................................................................. 23 12.1.2. Imposed load .......................................................................................................................................... 23

12.2. Roof .................................................................................................................................................. 23 12.2.1. Dead loads .............................................................................................................................................. 23 12.2.2. Imposed loads ......................................................................................................................................... 23

13.1. Reduction Factors .............................................................................................................................. 28 14.1.1. Load Case 2 Longitudinal (Critical).......................................................................................................... 29 14.1.2. Load Case 2 Transverse (Critical) ............................................................................................................ 31

15. Columns Used ........................................................................................................................................... 58

16. Beams Used .............................................................................................................................................. 60

17. Costing ..................................................................................................................................................... 66

18. Time Scale ................................................................................................................................................ 67 19. Addressing Review Sessions Comments ..................................................................................................... 68

20. Evaluation of Design ................................................................................................................................. 69 20.1. Assumptions Made in the design .................................................................................................................. 69 20.2. Lessons Learnt ................................................................................................................................... 69

21. Risks ......................................................................................................................................................... 70 21.1. Associated with the Construction (Steel Constructions, 2016) ..................................................................... 70 21.2. Design development risks (Cartlidge, 2013).................................................................................................. 70 21.3. Employers change risks (Cartlidge, 2013) ..................................................................................................... 70 21.4. Employers other risks (Cartlidge, 2013) ................................................................................................ 70

22. Conclusion ................................................................................................................................................ 70 23. Bibliography ............................................................................................................................................. 71 Figure 1 location of Headquarters Building ...................................................................................................................... 5 Figure 2 Ground Floor Layout (Concept Design Stage) ..................................................................................................... 7 Figure 3 1st Floor to 5th floor layout (Concept Design Stage) .......................................................................................... 7 Figure 4 How Bison hollow core slab can be cast in placed (Bison Manufacturing Ltd, 2016) ......................................... 9 Figure 5 Bison Hollow core slab used in composite beams (BISON, 2007) .................................................................... 10 Figure 6 Pre-welded shear connectors (SCI_P287,2003) ................................................................................................ 11 Figure 7 Site welded shear connectors (SCI_P287,2003) ............................................................................................... 11 Figure 8 Composite edge beam (SCI_P287,2003) ........................................................................................................... 12 Figure 9 out of balance loading resulting in warping stresses in the beam (SCI_P287) ................................................. 12 Figure 10 Concrete vs Steel end of life (Steel Constructions, 2016) ............................................................................... 13 Figure 11 coffer ceilings (Pinterest) ................................................................................................................................ 14 Figure 12 Service Integration under Composite beam, (Steel Constructions, 2016) ..................................................... 15 Figure 13 comfort cooling system ................................................................................................................................... 16 Figure 14 Steel Frame with handrails attached to the glass (Aluminium, 2016) ............................................................ 17 Figure 15 Base Plate connections (GRAITEC, 2012) ........................................................................................................ 18 Figure 16 Bolts attached to the Base plate placed at equi-distance from the column (Steel Constructions, 2016) ...... 18 Figure 17 Structural Glass Assemble (METRO performance glass, 2013) ....................................................................... 19 Figure 18 Google Sketch Up 3D model on the HQ .......................................................................................................... 20 Figure 19 3D Sketch up drawing of the HQ ..................................................................................................................... 20

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1. Introduction Within this appendix is outlined the detailed design for the headquarters building. It was selected as part of the site layout – this was done through a design matrix. See Appendix H for details.

2. Wider Development Context The headquarters building location is shown on figure 1. It is in the heart of the site, offering transport links from the super tram terminus and the train station, as well as car parking. It sits directly above the cinema space, which acts as a link between the terminus and retail space.

3. Overview of Design The building has 6 floors, with a large atrium running down the centre until the second floor – this allows lighting and ventilation throughout the building. It is made up of a steel frame and precast concrete slabs, with a glass façade around it, piled foundations as well as a ground bearing slab. There are braced frames within the structure for lateral stability. Full member sizes and connection detailing can be found within this report.

Figure 1 location of Headquarters Building

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4. Brief from Concept Design Stage Headquarters Building To maximise the potential for future development of the site the headquarters building is to be located over the cinema complex. The following design requirements have been identified:

9 The headquarters building should be easily accessible from the terminus concourse 9 7200m2 administrative facilities/offices 9 A minimum of 4no. Staircases and 2no. 13 person lifts should be provided 9 2no. 15m2 service risers are to be provided at every floor level. Consideration should be given as to how

these connect to the plant room = 500m2. 9 Minimum floor to ceiling height to be 3.0m unless noted otherwise 9 A 600mm services and ceiling zone is required throughout the building.

Cinema complex comprising: 9 2no. 250 seat cinemas – 337.5m2 each 9 2no. 125 seat cinemas – 175.5m2 each

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5. Initial Design & Brainstorming 5.1. Critical Analysis of the Design to Meet the Client’s Brief x The site layout was selected at the outset of the detailed design stage from a selection of conceptual

proposals. The selected layout was amended to match the new brief put forward by the client. x The conceptual structural layout of the HQ had not produced a comprehensive representation of how the

cinemas would fit within the floorplan, as seen in Figure 2. From the information provided it was deduced that columns would be in the middle of cinema space. Therefore, Techni has opted to modify the HQ’s layout.

x There was 2m of spacing in the front of the building between the façade and floors that ran up from the first floor to the roof as seen in the figures below. This meant the usable office area was 1380m2 (23m*60m) per floor, with 5 floors in total. The total area for offices was 6900m2. The brief required a total of 7200m2. Hence, the conceptual building design did not meet the client’s specification and required alteration.

x The design also did not include information of how the services would be integrated from the plant room.

Considerations for the new design: x A clear organisation of cinemas within the structural grid layout x Office floor space that meets the specification given to Techni x Introduction of an atrium for better lighting, heating and ventilation throughout the building x Integration of services with plant room x Increasing the size of the building to 1680m2 (60m*28m) for better integration of the site.

Figure 2 Ground Floor Layout (Concept Design Stage)

Figure 3 1st Floor to 5th floor layout (Concept Design Stage)

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6. New Design of HQ Brainstorming

6.1. Orientation of Building The headquarters building is orientated to maximise the south-facing area; the building has a glass façade around the office floors and this enables the building to take advantage of the early morning solar gain to warm up the space during the colder times of the year. The heat gains reduce the demand for electricity or fossil fuels to power the heating within the building. The glass also gives us the opportunity to light up the work space naturally, improving the work environment and further reducing energy demand.

6.2. Material Selection To begin with, deciding between steel and concrete for the construction of the headquarters is essential. Comparisons between the two mainly focus on: costing, sustainability and design possibilities. The following, Table 1, is used to compare the two:

MATERIALS SAFETY MATERIAL AVAILABILITY

CONSTRUCTION SCHEDULING

DESIGN POSSIBILITIES

ENVIRONMENTAL CONSIDERATIONS

CONCRETE Can handle man-made and natural disasters easier

Easily available

Slower than Steel

Can be shaped in any form easily, but modification are harder to achieve.

Concrete can provide thermal mass to reduce energy consumption

STEEL Fire protection needs to be applied while concrete is inherent

Widely available

Steel is faster to erect therefore can reduce labour costs and can be occupied sooner.

Has the highest strength to weight ratio which enables lighter weight structures

Steel can be recycled and it requires minimum energy for the manufacture of new elements

Table 1: Concrete VS Steel (Buildings, 2016)

The statistics in the following, Table 2, give a better economical selection for the choice of steel as compared to using concrete. Although the structural frame will be made out of steel, the foundations will have to be made out of reinforced concrete. FACTOR

IMPROVEMENT ECONOMIC BENEFIT

SPEED OF CONSTRUCTION

20 to 30% reduction in construction time relative to site-intensive construction.

In terms of overall building cost, a saving of 1% in interest charges and 2% in early rental or use of the space is predicted.

SITE MANAGEMENT COSTS

Site management costs are reduced because of the shorter construction period.

Site management costs can be reduced by 20 to 30% which can lead to a 3 to 4% saving in terms of overall building cost.

FOUNDATIONS Steel construction is less than half the weight of an equivalent concrete structure, which is equivalent to a 30% reduction in overall foundation loads.

A 30% reduction in foundation loads can lead to a significant overall saving in terms of construction cost.

COLUMN FREE SPACE

Long span steel construction provides more flexible use of space.

A large column in the middle of the space leads to a loss of space of approximately 1m2, and may lead to an equivalent loss of rental income.

Table 2: Summary of the Economic benefits of steel construction in office buildings (Steel Constructions, 2016)

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6.3. Quality and safety The use of factory based prefabricated units ensures a consistently better quality product, controlled conditions and safety of workers as compared to working on site whereby the weather also poses problems. From the risk assessments, it is notable that site activity needs to be kept at a minimum for safety – hence, working in a controlled environment off site contributes to overall construction safety.

6.4. Slab Selection For the slab selection we looked into the following types;

x Shallow composite slabs (Steel Constructions, 2016) During the construction of the slab, the deck needs to be able to withstand the loads of the wet concrete and the construction live loads. In the construction phase, propping to the decking may achieve longer spans.

x Shallow floor construction with deep composite slabs (Steel Constructions, 2016) This is also known as the Slimdek system. It is often used in mixed-use buildings or car parks of multi-storey buildings when the minimal depth of the slab is needed for economic reasons.

x Precast concrete slabs (Steel Constructions, 2016) The current elements are pre-stressed to increase their spanning capabilities and stiffness. They are used mostly in small office areas and are utilised in the Slimflor construction.

We chose to go with Bison hollow core slabs which are precast concrete slabs. Using this slab provides a number of advantages in design and construction: (Bison Manufacturing Ltd, 2016)

¾ Reduces the deadweight whilst also providing maximum structural efficiency ¾ Provides flexibility of design approach and enhanced spans. ¾ It gives one to two hours of fire resistance ¾ The sound resistance provided by the slab is very helpful. ¾ Minimises the work done in-situ while having a quick erection, providing immediate un-propped working

platform as seen in figure 4.

Figure 4 How Bison hollow core slab can be cast in placed (Bison Manufacturing Ltd, 2016)

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6.5. Beam Selection Investigating what types of beam are available to use in the HQ:

6.5.1. Universal I- Beams As the name implies, the beams have an I-shaped cross section. The web is designed to resist the shear forces, while the flanges resist most of the bending moments. The most widely used are the Universal Beams (UB).

6.5.2. Cellular beams Cellular beams have circular openings at regular spacing along their length. Structurally they enable the selection of smaller section sizes for longer spans and larger loading. This is because the web size increases by a factor of 1.5 from normal universal beams to resist moments. They allow service integration allowing for larger floor to floor heights.

6.5.3. Composite beams Concrete is good in compression and steel is good in tension; therefore, by combining these two materials, structurally their strengths result in a highly efficient design as seen in Figure 5.

Figure 5 Bison Hollow core slab used in composite beams (BISON, 2007)

It was selected to use composite beams as they dominate the commercial market in the UK, therefore contractors will have the knowledge and experience for this type of construction. It also offers the following features that guided our decision: (Steel Constructions, 2016)

x Reduces the weight of the building considerably – hence the axial load on the piles are greatly reduced; therefore, we will have smaller foundations.

x Structural stability – The bison hollow core slabs can act as effective lateral restraints. x Economical – structural cost of modern commercial buildings show that composite construction is more

economical than steel and concrete alternatives for prestigious 8 storey office blocks with atriums x Safe method of construction – having the Bison hollow core slab installed and grouted straight after beams

are installed, offers a safe working platform and can act as a canopy from falling object on the workers working on cladding and services on the floors below.

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6.6. Practical Considerations Prior to the design of composite beams. We need to consider:

x Shear connectors welded on site or in the factory. x Detailing of Edge Beams x Temporary stability during installation of concrete hollow core units x Minimum Beam Width

Due to the design of composite beams, both primary and secondary beams are considered to act in composite.

6.6.1. Minimum Beam Widths The minimum beam width required are based on multiple factors: slab type, shear connectors welded on site or in the shop and whether we are designing for an edge or internal beam. Therefore, width chosen must include tolerances. The minimum beam width should be equal to the minimum gap between the hollow core units. It is not normally practical to place shear connectors in pairs except where the flange beams are used for long spans. (TATA Steel , 2011)

6.6.2. Site or shop welded The gap between the two hollow core units influences the efficiency of the shear connection because it may not possible to place transverse reinforcement in the slab if the gap is too large as seen in figures below:

Figure 6 Pre-welded shear connectors (SCI_P287,2003)

Figure 7 Site welded shear connectors (SCI_P287,2003)

Welding of head stud shear connectors, 19mm in diameter are welded in the factory for the design of the HQ. In addition, for the transverse reinforcement we shall use T12 bars @ 300mm centres.

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6.6.3. Detailing of Edge Beams Additional considerations need to be taken into account when designing edge beams such as: (SCI_P287,2003)

x They often transfer diaphragm forces into vertical bracing. x Cladding attachments can cause eccentricity x Deflections limits are stricter than internal beams.

As the edge beams shall be designed in composite we shall consider minimum edge distance of shear studs with sufficient transverse reinforcement. U-bars are placed around the studs to make them more effective and provide a tying action as seen in figure 8. Edge beams must be laterally restrained during construction. Therefore, the effects of torsion are considered here. In normal conditions the composite action of the slab ensures torsional effects do not increase when subjected to imposed loading. Attachments of the cladding shall also be applied to the beam which helps to counteract the torsional effects.

Figure 8 Composite edge beam (SCI_P287,2003)

6.6.4. Temporary stability The placement of hollow core slabs needs to be controlled so that out of balance loads are kept within the limits figure 9. It is also good practise to grout each hollow core unit after it has been correctly placed this is to mitigate unseen accidental damage from adjacent units. Edge beams and beams that run around the atrium are designed for combined bending and torsion. Temporary stability may be achieved by placing ties between the compression flanges however this may not be enough for the tension flange and other addition restraint may be required.

Figure 9 out of balance loading resulting in warping stresses in the beam (SCI_P287)

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7. Sustainability The clients brief emphasized making sure that the structure is as sustainable as it can be, acknowledging environmental, economic and social aspects. Therefore, materials used in our design have been considered as the most viable, with sustainability making up a major part of their selection. Techniques used for the construction have been optimised to minimise the energy consumption of the building wherever possible. The principle sustainability issue that we are addressing here includes how to reduce the operational energy of the building, particularly in the heating, cooling and lighting systems as these contribute majorly to costs during the life span of the building. In short. the client would like to achieve a high BREEAM rating without taking out any of aesthetic appeal. In figure 5 below, the chart shows operational energy uses of a building divided into smaller sections in relation to their carbon emissions for a typical 6 storey office block.

Figure 5: Typical breakdown of CO2 emissions in an office building (Steel Constructions, 2016)

7.1.1. Materials used A publication from Tata steel states that “buildings are responsible for almost half of the UKs carbon emissions and around 1/3 of landfill waste” (TATA Steel , 2011). Hence why we choose to use steel in our design - it is the most feasible and widely available material which also has sustainability benefits. Many of the intrinsic properties of steel usage in construction have significant environmental benefits such as:

x Steel is recyclable, repeatedly without any degradation. x It has a quicker speed of construction, and also offers the possibility to be dismantled and reconfigured. x Steel requires low maintenance, whilst retaining a high aesthetic appeal.

The target Zero program of our building is represented as such: x Overall embodied carbon impact in our building shall be dominated by the foundations, ground floor slab

and Bison hollow core slabs. x While on the other hand, steel frame yields the lowest cost and lowest embodied carbon as compared to

having a concrete building frame as seen in figure 10. Figure 10 Concrete vs Steel end of life (Steel Constructions, 2016)

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7.1.2. Thermal Mass This is the ability of the fabric of the building to effectively utilise absorbed heat and release it in the evenings. In our building we are using a 150mm Bison hollow core slab which is almost equivalent to having the optimum size of 75-100mm thick concrete slab. When the building gets too warm during the summers, the concrete slab is able to absorb this additional heat thus reducing cooling costs brought about by air conditioning, while not affecting the cost of heating up the building during winter. Wessex Water HQ in Bath has incorporated coffered floor units for better thermal mass effect as seen in the figure 11, however we want to have the services exposed, therefore we have ruled out using coffer floors.

Figure 11 coffer ceilings (Pinterest)

7.1.3. Double Glazed Glass Façade One type of façade glass includes solar control glass which prevents buildings from overheating, reducing the need for cooling. It also reduces glare to ensure quality of light while at the same time providing a high solar factor and light transmission. However, this type of glass is not easily available because of its cost. We chose to use thermal insulating glass which is commonly known as double glazing glass with a gap of 16-19mm. It is beneficial in terms of sustainability and also offers an aesthetic appeal. With this type of façade skin, the heat from the sun can enter the building, reducing the need for heating. In collaboration with the natural ventilation mentioned below, the temperature of the offices could be maintained in a desirable level with minimized costs (Hoar, 1999).

7.1.4. Lighting and Heating The key features that are associated to lowering carbon emissions include:

x Orientation of the building takes advantage of solar gain and natural lighting x It has an atrium that allows for convection to occur, such that warm air from the floors below rises and

warms up the floors above, reducing the heating required on the top floors.

7.1.5. Ventilation Working in an office where the temperatures are too high or too low can cause discomfort to the users. Our building incorporates a central atrium with high level vents; this enables exchanges of air with rooms adjacent to the atrium.

x In winter, high level vents are used to bring fresh cold air into the building and exhaust warmer air. x In summer the buildings get ventilated using up flow displacement ventilation. Air shall enter through

external opening in the building and rise up through the atrium.

Natural ventilation in the design of the structure provides an economical and sustainable way to control the indoor temperature and reduce the energy consumption of the building for heating or cooling.

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8. Other Considerations 8.1.1. Floor Vibrations (Murray, 2011)

Vibrations within the building are mostly due to human activity. With the building incorporating cinemas on the ground level we need to ensure that the design of the composite beams have a high enough strength to reduce the vibrations to an acceptable limit. Therefore, during the design of the floors the frequency should be above 4Hz. Any design that does not satisfy this criterion should be improved.

8.1.2. Acoustic Performance Due to the position of the building next to the railway station and the tram lines, the building should be designed to reduce the external noises. This is achieved by the double glazed glass cladding that is able to cut out the noises. If the acoustics are bad in a cinema space, the quality of sound heard by the audiences will be compromised. For this reason, the cinemas should include soundproofing insulation. This enables the people watching the movie, not to be interrupted from external noises and other users not to be disturbed from the noise. The design of the cinema areas should be considering the following criteria:

8.1.2.1. External sound insulation External noises should not be heard in the cinemas as they will cause discomfort to the people.

8.1.2.2. Internal sound insulation Similarly, internal sounds should be kept in the cinema room in order to avoid the disturbance of the people using adjacent areas.

8.1.2.3. Services and equipment noise control Noises of other facilities such as toilets and air-conditioning should be controlled so that they will not interrupt the movie.

8.1.3. Corrosion Protection Ensuring that the office buildings are well heated and maintained, protection against corrosion is not required for steel frames. This is due to the fact that long term measurements have shown that any deterioration of the steel components over time is not-existent or negligible.

9. Services (Steel Constructions, 2016) The headquarters building has many types of services for comfort, health and safety.

Figure 12 Service Integration under Composite beam, (Steel Constructions, 2016)

9.1. Integration of services with the plant room 9.1.1. Vertical services

We have included 30m2 vertical distribution of services that enter from the plant room into the cinemas which is located on the 1st level of the retail. The plant room location and service shafts are positioned as close to each other as possible and are only divided by a wall. The vertical services are not interrupted until the 5th floor and maintain

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their cross-sections to the top. Since they enter in from the first level of the retail they do not affect the movement of people in the corridors of the cinemas. The services are split into two areas, 15m2 each. This divides the services for water and drainage from the data communications, ventilation and lighting.

9.1.2. Horizontal services The services are suspended from the ceiling as seen in figure 12 and house distribution systems such as pipes and ducts. A raised floor is placed on the floor slab that houses the lighting and communication cables.

9.2. Ventilation Fresh air supply is normally expressed in terms of air change rate; the recommended office air rate is 6 in comparison to restaurants which have between 10-15. Currently under floor air distribution (UFAD) system that will be included supplying air via floor ducts. Some of the benefits of UFAD include: Controlling local thermal environment and Improved ventilation and indoor quality. (ICE, 2016) Problems include reduced floor to floor height. For toilets low level exhausts are used to discharge air.

9.3. Cooling systems Comfort cooling systems uses refrigeration to cool down the air, while low grade heat is reused to warm up incoming air for better thermal efficiency. The internal temperature is kept between 20-23 degrees, however heat generated from communication and electronic equipment can increase the internal temperature whereby cooling is required. During summer the cooling system will have to work at a higher capacity. The cooling process can be seen in figure 13.

Figure 13 comfort cooling system

9.4. Lighting The lighting requirements for a particular area are based on what its being used for. Also considerations are given where the façade is able to light up the space. Motion sensors for lifts, stair cases, corridors and toilets allow lights to be automatically switched on when the area is being used. For office spaces the lighting is controlled by the users which gives better efficiency. Electricity used for lighting is a major source associated with carbon emissions hence we have tried to reduce it.

9.5. Drainage Refer to appendix G for more details on the water and sanitary distribution from the headquarters building

9.6. Fire alarms and Sprinklers Fire alarms and a sprinkler system will be installed on every floor, in a safe way according with best practice.

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9.7. Lifts and Staircases The Clients brief required 2 lifts for 13 people each. The following, Table 3, provides the car’s dimensions in order to achieve the specification. Lifts are essential for the office users and wheel chairs to be vertically transported, there are a few type of lifts available. These include:

x Hydraulic systems which uses a piston to raise or release pressure and is located on the ground or in ground x Electrically powered cable operated lifts which make uses of a pulley with counter weight x Hybrid lifts that make use of both steel ropes and hydraulic power

Techni proposes to select hydraulic systems as they are cheaper to install, they occupy less space and more effective at carrying high loads

Table 3: Dimensions and options for the lift cars ( (Dimension Engineering, 2013)

The headquarters building will be having 4 office steel-framed staircases of height 3.6 metres with a larger stair case on the ground level with a height of 9m. The type of stairwell chosen for the building includes a steel frame with cemented stairs. The stairs have no gaps between stair heights and finally as seen in figure 14 the handrails are attached to glass that is held up by the steel frame.

Figure 14 Steel Frame with handrails attached to the glass (Aluminium, 2016)

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10. Connections 10.1. Beam to column connections 10.1.1. Fin plates

The fin plates are connected to the column off site and then bolted in site. It is quick to erect and it does not share bolts in two sided connections

10.1.2. Endplates The endplates are the most popular connection in the UK. They can be full or partial depth. Moreover, endplates are easily accessible. The endplate is usually welded onto the beam and is bolted on either side to the column.

10.2. Column Splice Connections To connect columns to columns above, column splices are used. There are two types of splice connection designs available based on bearing and non-bearing types. They can also be attached on the internal or external side of the column flanges. The column splice connection ends are not prepared for contact in bearing where the column sizes change significantly. They are usually placed every 2-3 storeys and are located just above the ground level. The bearing type transfers load by direct contact.

10.3. Column to Pile Base Plate Connection The base plate connecting the column to the pile as seen in figure 15 must be large enough to distribute the load over an area sufficient to reduce bearing stresses. The bolt grouping is placed evenly to hold the base plate to down into the pile cap as seen in figure 16.

Figure 15 Base Plate connections (GRAITEC, 2012)

Figure 16 Bolts attached to the Base plate placed at equi-distance from the column (Steel Constructions, 2016)

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10.4. Movement Joints Movement joints are placed at the middle of every level of the building to accommodate any heat induced expansion of the floors. They also need to be provided on the glass cladding at intervals of 9m with 10mm widths of the joints. Additionally, they need to also be placed at any external doors and at toilets where the floor has tiles.

10.5. Double Glazed Glass Façade Panels. The cladding must be able to resist the building’s movements which result from column shortening, thermal effects and beam deflections. The movement joints installed must accommodate vertical movement and maintain weather tightness. Some connections need for the cladding can be seen in figure 17.

Figure 17 Structural Glass Assemble (METRO performance glass, 2013)

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11. Building Layout

Figure 18 Google Sketch Up 3D model on the HQ

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Access from Retail building

Lifts and stairs to offices

Easy access to/from

Terminus

Entrance from Gym and pool

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Notes:

Office area = 7275m^2 Staircase sizes

Offices block = 2m*4.5m Ground level = 3.5m*7m

Lifts = 2.3*2.3m Cinema areas used

250 seats = 350m^2 125 seats = 175m^2

Services = 1m*30m Floor type=Bison hollow core slabs

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12. Loading

12.1. Offices Floors 12.1.1. Dead loads

150mm Bison hollow core slab - 2.4 KN/m^2 Service – 0.3KN/m^2 Cladding – 1 KN/m^2 Finishes – 0.8 KN/m^2

12.1.2. Imposed load Office – 2.5 KN/m^2 Light weight Partitions – 1 KN/m^2

12.2. Roof 12.2.1. Dead loads

Light weight roof – 0.75 KN/m^2 Water proofing and finishes – 1.50 KN/m^2

12.2.2. Imposed loads Snow and maintenance – 0.6 KN/m^2

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References: IDP Part 2 – Group J Designer: Nimmit Shah

Checked by : Georges Moss 12/05/16

Calculation Title: Headquarters Building

BS EN 1991 – 4 UNO Figure NA 1 NA 2a NA 2.4 Table NA1 4.2 (2) 4.5 (1)

Stem center – Wind loading Plan Section Site: Neepsend, Sheffield 𝐴 = 26 𝐴𝑂𝐷, Topography not significant

𝑉𝑏,𝑚𝑎𝑝 = 22.1 𝑚/𝑠 Conservatively

𝐶𝑎𝑙𝑡 = 1 + 0.001(𝐴) = 1 + 0.001(25) = 1.025

𝑉𝑏,0 = 𝑉𝑏,𝑚𝑎𝑝 × 𝐶𝑎𝑙𝑡 = 22.1 × 1.025 = 22.65 𝑚/𝑠

Assume 𝐶𝑎𝑖𝑟 = 𝐶𝑠𝑒𝑎𝑠𝑜𝑛 = 1.0

𝑉𝑏 = 𝐶𝑎𝑖𝑟 × 𝐶𝑠𝑒𝑎𝑠𝑜𝑛×𝑉𝑏,𝑜 = 1 × 1 × 23.1 = 23.1 𝑚/𝑠

Basic velocity pressure

𝑞𝑏 =1

3𝜌𝑣𝐷2 = 0.613𝑣𝐷2

= 0.613(23.1)2

= 327.1𝑁

𝑚2 = 0.33 𝑘𝑁/𝑚2

28m

60m

27m

23

References: IDP Part 2 – Group J Designer : Nimmit Shah


Calculation Title : Headquarters Building

BS EN 1991 – 4 UNO NA 2.17 Figure NA.7 5.3 (3) 7.2.2 (3) NA 2.20 Table NA 3 NA 2.20 Table F2 NA 2.2.7 7.2.2 (3) 5.3 (3)

Peak velocity pressure Assume site is in a country terrain – minimal development

𝑞𝑝(𝑧) = 𝑐𝑒(𝑧)𝑞𝑏 Distance upward to shoreline = 100 𝑘𝑚 ∴exposure factor = 𝑐𝑒(𝑧) = 2.8 Assume no shielding of wind

ℎ = 27 𝑚 𝑞𝑝(𝑧) = 2.8 × 0.33

= 0.78𝑘𝑁/𝑚2 𝐹𝑤 = 𝐹𝑤𝑒 + 𝐹𝑤𝑖 + 𝐹𝑓𝑟

Internal pressures equal + opposite ⇒ 𝐹𝑤,𝑖 = 0 Assume friction not significant

𝐹𝑤 = 𝐹𝑤𝑐 = 𝑐𝑠 × 𝑐𝑑 × ∑ 𝑤𝑒 × 𝐴𝑟𝑒𝑓 Transverse Winds Size factor

𝑧 = ℎ = 27 𝑚 Zone B

𝑏 + ℎ = 60 + 27 = 87 𝑚 Dynamic Factor

ℎ𝑏 =

2760 = 0.45

Steel building = 0.05 ℎ𝑑 =

2728 = 0.96 ⇒ 𝑐𝑝𝑒,𝑛𝑒𝑡 = 1.09

Lack of correlation factor ℎ𝑑 = 0.96 < 1

Correlation factor = 0.85 𝑓𝑤 = 𝑐𝑠 × 𝑐𝑑 × 𝑐𝑝𝑒,𝑛𝑒𝑡 × 𝑞𝑝(𝑧) × 𝑙𝑎𝑐𝑘 𝑜𝑓 𝑐𝑜𝑟𝑟𝑒𝑙𝑎𝑡𝑖𝑜𝑛 𝑓𝑎𝑐𝑡𝑜𝑟

= 0.89 × 1.025 × 1.09 × 0.78 × 0.85 = 0.66 𝑘𝑁/𝑚2

24




BS EN 1991 – 4 UNO BS EN 1991 UNO NA 2.20 NA 2.20 Table F2 NA 2.27

𝐹𝑤 = 𝛿𝑤𝐴𝑣𝑒𝑔 = 0.66 × 60 × 27 = 1069.2 𝑘𝑁

Longitudinal Winds Size factor

𝑧 = ℎ = 27 Zone B

𝑏 + ℎ = 27 + 28 = 55 𝑚 Dynamic factor

ℎ𝑏 =

2728 = 0.96

Steel building 𝛿𝑠 = 0.05

∴ 𝑐𝑑 = 1.045 ℎ𝑏 =

2760 = 0.45 ⇒ 𝑐𝑝𝑒,𝑛𝑒𝑡 = 0.97

Lack of correlation factor ℎ𝑑 = 0.45 < 1

Lack of correlation factor= 0.85 𝑓𝑤 = 𝑐𝑠 × 𝑐𝑑 × 𝑐𝑝𝑒,𝑛𝑒𝑡 × 𝑞𝑝(𝑧) × 𝑐𝑜𝑟𝑟𝑒𝑙𝑎𝑡𝑖𝑜𝑛𝑓𝑎𝑐𝑡𝑜𝑟

= 0.89 × 1.045 × 0.97 × 1.09 × 0.85 = 0.836 𝑘𝑁/𝑚2

𝐹𝑤 = 𝑓𝑤 × 𝐴𝑟𝑒𝑎 = 0.836 × 28 × 27 = 632.016 𝑘𝑁

Notional Horizontal Loads

𝑄1 = 𝑄0 × 𝛼𝑛 × 𝛼𝑚 𝑄0 = 1/200 𝛼𝑛 = 2/√27 = 0.38 ; 2/3 ≤ 𝛼𝑛 ≤ 1 𝛼𝑚 = √0.5(1 + 1/𝑚)

25



Calculation Title: Headquarters Building

Table 3.1 Pilkington for glass wall load

Where 𝑚 = 5 × 5 × 6 = 150 𝛼𝑚 = √0.5(1 + 1/𝑚) = 0.71 𝑄1 = 1/200 × 0.38 × 0.71 = 1.35 × 10−3 ≈ 1/740

Loads First floor

𝐴 = 60 × 28 = 1680 𝑚2 𝑃 = (60 + 28)2 = 176

𝐺𝑘 = 1680(2.4 + 1 + 0.3) + 176 × 3.6 × 1 = 6849.6 𝑘𝑁

𝑄𝑘 = 1680 × 2.5 = 4200 𝑘𝑁

Roof 𝐴 = 1680 𝑚2 𝑃 = 176

𝐺𝑘 = 1680(0.75) + 176(1) × 3.6 = 1893.6 𝑘𝑁

𝑄𝑘 = 1680 × 0.6 = 1008 𝑘𝑁

Equivalent Horizontal loads Permanent load floor

𝐻1,𝐺 =6849.6

740 = 926𝛾𝐺𝑘𝑁

Imposed load floor

𝐻1,𝑄 =4200740 = 5.7𝑟𝑄𝑘𝑁

Permanent load roof

𝐻1,𝐺 =1893.6

740 = 2.56𝛾𝐺𝑘𝑁

𝐻1,𝑄 =1008740 = 1.36𝛾𝑄𝑘𝑁

26




Horizontal Load Calculations LC3 – Critical for sway

1.35𝐺𝑘 + 1.05𝑄𝑘 + 1.5𝑤𝑘 + 1.35𝐻1,𝐺 + 1.05𝐻𝑖,𝑒 Transverse wind loads First floor

𝑤𝑘 = 0.66 × (3.62 +

92) × 60 = 249.5 𝑘𝑁

2nd – 5th floor 𝑤𝑘 = 0.66 × 3.6 × 60 = 142.6 𝑘𝑁

Roof

𝑤𝑘 = 0.66 ×3.62 × 60 = 71.3 𝑘𝑁

Longitudinal wind loads First floor

𝑤𝑘 = 0.835 × (3.62 +

92) × 28 = 147.3 𝑘𝑁

2nd – 5th floor 𝑤𝑘 = 0.835 × 3.6 × 28 = 84.2 𝑘𝑁

Roof

𝑤𝑘 = 0.835 ×3.62 × 28 = 42.1 𝑘𝑁

Transverse loads for each floor (LC3) 1st floor

1.5 × 249.5 + 1.35 × 9.26 + 1.05 × 5.7 = 392.7 𝑘𝑁 2nd – 5th floor

1.5 × 142.6 + 1.35 × 9.26 + 1.05 × 5.7 = 232.4 𝑘𝑁 Roof

1.5 × 71.3 + 1.35 × 2.56 + 1.05 × 1.36 = 111.8 𝑘𝑁 Longitudinal loads for each floor (LC3) 1st floor

1.5 × 147.3 + 1.35 × 9.26 + 1.05 × 5.7 = 239.4 𝑘𝑁 2nd – 5th floor

1.5 × 84.2 + 1.35 × 9.26 + 1.05 × 5.7 = 144.8 𝑘𝑁 Roof

1.5 × 42.1 + 1.35 × 2.56 + 1.05 × 1.36 = 68 𝑘𝑁

27

Lateral Stability (transverse) Symmetrical braced bays so each takes 50% of loads Lateral stability (Longitudinal) Braced bays take 50% of loads each

3.6m

3.6m

3.6m

3.6m

3.6m

9m

55.9 kN

116.2 kN

116.2 kN

116.2 kN

116.2 kN

196.4 kN

𝐻𝐸𝑑 𝑀𝐸𝑑

𝑉𝐸𝑑

3.6m

3.6m

3.6m

3.6m

3.6m

9m

34 kN

72.4 kN

72.4 kN

72.4 kN

72.4 kN

119.7 kN

𝑀𝐸𝑑 𝐻𝐸𝑑

𝑉𝐸𝑑

28

13. Load Combinations Load case 1 Longitudinal 1.35 Dead + 1.5 Imposed load Floors Internal (1.35 (4.5) + 1.5 (3.5)) * 7m = 79.275 KN/m^2 Floors Edge and Corner (1.35 (4.5) + 1.5 (3.5)) * 3.5m = 39.6375 KN/m^2 Roof Internal (1.35 (2.25) + 1.5 (0.6)) * 7m = 27.5625 KN/m^2 Roof Edge and Corner (1.35 (2.25) + 1.5 (0.6)) * 3.5m = 13.78 KN/m^2 Load case 2 Longitudinal 1.35 Dead + 1.5 Imposed load + 1.5 wind loading Floors Edge and Corner (1.35 (4.5) + 1.5 (3.5)) *3.5m + 1.5 (72.4) Roof Edge and Corner (1.35 (2.25) + 1.5 (0.6)) *3.5m +1.5 (34)

13.1. Reduction Factors Load case 3 Longitudinal 1.35 Dead + 1.5 Imposed load + 0.75 wind loading Floors Edge and Corner (1.35 (4.5) + 1.5 (3.5)) *3.5m + 0.75 (72.4) Roof Edge and Corner (1.35 (2.25) + 1.5 (0.6)) *3.5m +0.75 (34) Load case 4 Longitudinal 1.35 Dead + 1.05 Imposed load + 1.5 wind loading Floors Edge and Corner (1.35 (4.5) + 1.05 (3.5)) *3.5m + 1.5 (72.4) Roof Edge and Corner (1.35 (2.25) + 1.05 (0.6)) *3.5m +1.5 (34) GSA modelling was carried out with these load combinations, the results shown on the next page are just of the critical case.

Load case 2 Transverse 1.35 Dead + 1.5 Imposed load + 1.5 wind loading Floors Edge and Corner (1.35 (4.5) + 1.5 (3.5)) *7.5m + 1.5 (116.2) Roof Edge and Corner (1.35 (2.25) + 1.5 (0.6)) *7.5m +1.5 (55.9)



Load case 1 Transverse 1.35 Dead + 1.5 Imposed load Floors Internal (1.35 (4.5) + 1.5 (3.5)) *15m = 169.875 KN/m^2 Floors Edge and Corner (1.35 (4.5) + 1.5 (3.5)) *7.5m = 84.94KN/m^2 Roof Internal (1.35 (2.25) + 1.5 (0.6)) *15m = 59.06 KN/m^2 Roof Edge and Corner (1.35 (2.25) + 1.5 (0.6)) *7.5m = 29.53 KN/m^2

29

14. GSA Modelling Results 14.1.1. Load Case 2 Longitudinal (Critical)

1.35 Dead + 1.5 Imposed load + 1.5 wind loading Edge and Corner

14.1.1.1. Forces

14.1.1.2. Moment Diagram

30

14.1.1.3. Shear Force Diagram

14.1.1.4. Axial Force Diagram

31

14.1.2. Load Case 2 Transverse (Critical) 1.35 Dead + 1.5 Imposed load + 1.5 wind loading Edge and Corner

14.1.2.1. Forces

14.1.2.2. Moment Diagram

32

14.1.2.3. Shear Force Diagram

14.1.2.4. Axial Force Diagram

33

References: IDP Part 2 – Group J Designer: Georges Moss

Checked by Nimmit Shah 13/05/16 Pg 1

Calculation Title: Headquarters Building Output:

Lateral Stability (transverse) Symmetrical braced bays so each takes 50% of loads

𝐻𝐸𝑑 = 717.1 𝑘𝑁 𝑀𝐸𝑑 = 11643 𝑘𝑁𝑚

𝑉𝐸𝑑 =6850 × 1.35

2 +1893 × 1.35

2 +4200 × 1.05 × 5

2 +1008 × 1.05

2

= 47426 𝑘𝑁 Bottom bay critical Cross-braced with tension members. Each tension member results lateral loads from one direction – so consider one at once.

3.6m

3.6m

3.6m

3.6m

3.6m

9m

55.9 kN

116.2 kN

116.2 kN

116.2 kN

116.2 kN

196.4 kN


𝑉𝐸𝑑

717 kN

7 m

9 m 𝑁𝐸𝑑

34

References: IDP Part 2 – Group J

Designer: Georges Moss Checked by Nimmit Shah 13/05/16

Pg 2


𝑁𝐸𝑑 = 717 ×72 + 92

72 = 1902 𝑘𝑁

𝐴𝑟𝑒𝑞 = 1902 ×103

𝑓𝑦= 1902 ×

103

355 = 5357 𝑚𝑚2

Try 180 𝑚𝑚 × 30 𝑚𝑚 → 5400 𝑚𝑚2

𝛿𝐻,𝐸𝑑 =𝐿𝑏𝑁𝐸𝑑𝐸𝑠𝐴𝑏

𝛿𝐻,𝐸𝑑 = 0.019 𝑚

𝐿𝑏 = 11.4 𝑚 𝐸𝑠 = 210𝑘𝑁/𝑚𝑚2 𝐴𝑏 = 5400 𝑚𝑚2

𝑁𝐸𝑑 = 1902 𝑘𝑁

𝛼𝑐𝑟 = (𝐻𝐸𝑑𝑉𝐸𝑑

) (ℎ

𝛿𝐻,𝐸𝑑)

=717

47426 ×9

0.019

= 7.16 < 10

Multiply loads by 11− 1

𝛼𝑐𝑟

= 1.16

𝑁𝑒𝑤 𝑁𝐸𝑑 = 2206 𝑘𝑁 𝐴𝑟𝑒𝑞 = 6215 𝑚𝑚2

180 𝑚𝑚 × 30 𝑚𝑚 brace not OK Try 180 𝑚𝑚 × 35 𝑚𝑚 brace → 𝐴 = 6300 𝑚𝑚2

𝛿𝐻,𝐸𝑑 = 0.016 𝑚 𝛼𝑐𝑟 = 8.5

Multiply loads by 1.13 𝑁𝑒𝑤 𝑁𝐸𝑑 = 2149 𝑘𝑁

𝐴𝑟𝑒𝑞 = 6054 𝑚𝑚2 𝐴𝑝𝑟𝑜𝑣 = 6300 𝑚𝑚2

∴Use 180 𝑚𝑚 × 35 𝑚𝑚 brace

35


Designer : Georges Moss Checked by Nimmit Shah 13/05/16

Pg 3

Calculation Title : Headquarters Building Output:

Lateral stability (Longitudinal) Braced bays take 50% of loads each

𝐻𝐸𝑑 = 443.3𝑘𝑁 𝑀𝐸𝑑 = 3299𝑘𝑁𝑚 𝑉𝐸𝑑 = 47426𝑘𝑁

Bottom Bay

𝑁𝐸𝑑 = 443 ×152 + 92

152 = 602 𝑘𝑁

𝐴 = 1696 𝑚𝑚2 Try 180 𝑚𝑚 × 10 𝑚𝑚 → 1800𝑚𝑚2

𝛿𝐻,𝐸𝑑 =𝐿𝑏𝑁𝐸𝑑𝐸𝑠𝐴𝑏

𝛿𝐻,𝐸𝑑 = 0.028

𝐿𝑏 = 17.5 𝑚

𝐸𝑠 = 210𝑘𝑁

𝑚𝑚2

𝐴𝑏 = 1800 𝑚𝑚2 𝑁𝐸𝑑 = 602 𝑘𝑁

3.6m

3.6m

3.6m

3.6m

3.6m

9m

34 kN

72.4 kN

72.4 kN

72.4 kN

72.4 kN

119.7 kN

𝑀𝐸𝑑 𝐻𝐸𝑑

𝑉𝐸𝑑

443 kN

15 m

9 m

36



Pg 4


𝛼𝑐𝑟 = (𝐻𝐸𝑑𝑉𝐸𝑑

) (ℎ

𝛿𝐻,𝐸𝑑) = 3

Need to re-size member to increase 𝛼𝑐𝑟 Try 200 𝑚𝑚 × 15 𝑚𝑚 → 𝐴 = 3000 𝑚𝑚2

𝛿𝐻,𝐸𝑑 = 0.017 𝛼𝑐𝑟 = 4.9

Multiply forces by 1.26 𝑁𝐸𝑑 = 765 𝑘𝑁

𝐴𝑟𝑒𝑞 = 2131 𝑚𝑚2 Section OK→overdesigned Try 170 × 15 → 𝐴 = 2550 𝑚𝑚2

𝛿𝐻,𝐸𝑑 = 0.020 𝛼𝑐𝑟 = 4.2

Multiply forces by 1.31 𝑁𝐸𝑑 = 790 𝑘𝑁

𝐴𝑟𝑒𝑞 = 2225 𝑚𝑚2 < 𝐴𝑝𝑟𝑜𝑣 Section OK and less over-designed Use 170 𝑚𝑚 × 15 𝑚𝑚 brace Check for uplift Load combination 4 will be critical

1.5𝑤𝑘 − 1𝐺𝑘 − 1𝐻𝑖,𝑐𝑟 Transverse Bracing Horizontal loads 1st floor

1.5𝑤𝑘 + 1𝐻𝑖,𝑐𝑟 = 1.5 × 249.5 + 9.26 = 383.5 𝑘𝑁 2nd – 5th floor

1.5 × 142.6 + 9.26 = 383.5 𝑘𝑁 Roof

1.5 × 71.3 + 2.56 = 109.5 𝑘𝑁

37



Pg 5


Divided all loads by 2 as they are shared between 2 sets of bracing.

𝑀𝐸𝑑 = 9927 𝑘𝑁𝑚 Calculate original axial loads in columns Floor/roof area per floor= 7 × 7.5 = 52.5 𝑚2 Area of cladding supported= 7 × 22.5 = 157.5 𝑚2 Floor load, 𝐺𝑘, for 1st – 5th floor= 3.7 𝑘𝑁/𝑚2 Roof load, 𝐺𝑘 = 0.75 𝑘𝑁/𝑚2 Cladding load= 1 𝑘𝑁/𝑚2 Total axial load= 5(3.7 × 52.5) + (0.75 × 52.5) + (1 × 157.5) =1168 𝑘𝑁

𝑅1 = 1168 −9927

7 = −250 𝑘𝑁

250 KN uplift expected

3.6m

3.6m

3.6m

3.6m

3.6m

9m

55 kN

112 kN

112 kN

112 kN

112 kN

192 kN


𝑉𝐸𝑑

9 m

7 m

9927 kNm

𝑅1 𝑅2

38



Pg 6


𝑅2 = 1168 +9927

7 = 2586 𝑘𝑁

Foundations around these braced bays must be designed to resist both extra load and uplift. Longitudinal bracing Horizontal loads 1st floor

1.5𝑤𝑘 + 1𝐻𝑖,𝑐𝑟 = 1.5 × 147.3 + 9.26 = 230.2 𝑘𝑁 2nd – 5th floor

1.5 × 84.2 + 9.26 = 135.6 𝑘𝑁 Roof

1.5 × 42.1 + 2.56 = 65.7 𝑘𝑁 All loads divided by 2 as they are shared evenly between opposite braced bays.

𝑀𝐸𝑑 = 6822 𝑘𝑁𝑚

3.6m

3.6m

3.6m

3.6m

3.6m

9m

33 kN

68 kN

68 kN

68 kN

68 kN

115 kN

𝑀𝐸𝑑

9 m

15 m

6822 kNm

𝑅1 𝑅2

𝐻𝐸𝑑

𝑉𝐸𝑑

39



Pg 7


Calculate original axial loads in columns Floor/roof area per floor= 15 × 3.5 = 52.5 𝑚2 Area of cladding supported= 1.5 × 22.5 = 337.5 𝑚2 Floor load, 𝐺𝑘, for 1st – 5th floor= 3.7 𝑘𝑁/𝑚2 Roof load, 𝐺𝑘 = 0.75 𝑘𝑁/𝑚2 Cladding load= 1𝑘𝑁/𝑚2 Total axial load= 5(3.7 × 52.5) + (0.75 × 52.5) + (1 × 337.5) =1348 𝑘𝑁

𝑅1 = 1346 −6822

15 = 891.2 𝑘𝑁

𝑅2 = 1346 +6822

15 = 1800.8 𝑘𝑁

Uplift not a problem.

40

Project

Headquarters Building Job Ref.

Section

Internal Column Ground Floor Sheet no./rev.

40 Calc. by

Nimmit Date

17/05/2016 Chk'd by Georges

Date

18/05/16 App'd by

Date

STEEL COLUMN DESIGN (EN 1993-1-1)

In accordance with EN1993-1-1:2005 incorporating Corrigenda February 2006 and April 2009 and the UK national annex

Column and loading details

Column details Column section; UKC 356x406x340 System length y axis buckling; Ly = ;9000; mm; System length z axis buckling; Lz = ;9000; mm;

Sway The column is part of a sway frame in the direction of the z axis The column is not part of a sway frame in the direction of the y axis

Column loading Axial load; NEd = 6359 kN; (Compression) Moment about y axis at end 1; My,Ed1 = 0.0 kNm; Moment about y axis at end 2; My,Ed2 = 0.0 kNm Moment about z axis at end 1; Mz,Ed1 = 0.0 kNm; Moment about z axis at end 2; Mz,Ed2 = 0.0 kNm Shear force parallel to z axis; Vz,Ed = 3 kN; Shear force parallel to y axis; Vy,Ed = 0 kN

Material details Steel grade; S355 Yield strength; fy = 335 N/mm2; Ultimate strength; fu = 470 N/mm2 Modulus of elasticity; E = 210 kN/mm2; Shear modulus; G = 80.8 kN/mm2

Buckling length for flexural buckling about y axis End restraint factor; Ky = 1.000; Buckling length; Lcr_y = 9000 mm

Buckling length for flexural buckling about z axis End restraint factor; Kz = 1.000; Buckling length; Lcr_z = 9000 mm

Section classification (Table 5.2) Web classification; 1; Flange classification; 1 The section is class 1

41

Resistance of cross section (cl. 6.2)

Shear parallel to z axis (cl. 6.2.6) Design shear force; Vz,Ed = 2.8 kN; Plastic shear resistance; Vpl,z,Rd = 2160.7 kN PASS - Shear resistance parallel to z axis exceeds the design shear force Vz,Ed <= 0.5uVpl,z,Rd - No reduction in fy required for bending/axial force

Shear parallel to y axis (cl. 6.2.6) Design shear force; Vy,Ed = 0.5 kN; Plastic shear resistance; Vpl,y,Rd = 6214.7 kN PASS - Shear resistance parallel to y axis exceeds the design shear force Vy,Ed <= 0.5uVpl,y,Rd - No reduction in fy required for bending/axial force

Compression (cl. 6.2.4) Design force; NEd = 6359 kN; Design resistance; Nc,Rd = 14507 kN PASS - The compression design resistance exceeds the design force

Combined bending and axial force (cl. 6.2.9)

Buckling resistance (cl. 6.3)

Axial buckling resistance Flexural buck resist about y; Nb,y,Rd = 11529.7 kN; Flexural buck resist about z; Nb,z,Rd = 7024.7 kN Torsional buck. length factor; KT = 1.00; Torsional/tor flex buck resist; Nb,T,Rd = 10690.3 kN Min. buckling resistance; Nb,Rd = 7024.7 kN PASS - The axial load buckling resistance exceeds the design axial load

42

Project


Section

Edge Column Ground Floor Sheet no./rev.

42 Calc. by

Nimmit Date


Date

18/05/16 App'd by

Date










Section classification (Table 5.2) Web classification; 1; Flange classification; 1

43

The section is class 1








44

Project

Headquarters building Job Ref.

Section

Corner Column Ground floor Sheet no./rev.

44 Calc. by

Nimmit Date


Date

18/05/16 App'd by

Date










Section classification (Table 5.2) Web classification; 1; Flange classification; 1

45

The section is class 1








46

Project


Section

7m Edge Composite Beam Sheet no./rev.

4 Calc. By

Nimmit Date


Date

18/05/16 App'd by

Date

COMPOSITE BEAM DESIGN (BS5950); DESIGN OF COMPOSITE BEAMS TO BS5950:PART 3

DESIGN DATA

Basic Dimensions ; Beam span; L = 7.000 m ; Beam spacing on one side; b1 = 15.000 m ; Beam spacing on other side; b2 = 0.000 m Deck:; Open trough profile;: Unpropped construction throughout Profiles are assumed to meet all dimensional criteria in BS5950:Pt 3. ; Overall depth of slab; Ds = 150 mm Shear Connectors Shear connectors are assumed to meet all dimensional criteria in BS5950:Pt 3. ; Diameter of shear connectors; I = 19 mm ; Length of shear connector after weld; lsc = 95 mm Nominal length of shear connector; hnom = 100 mm ; Characteristic resistance of shear connector; Q = 200 kn

BS5950:Pt 3:Table 5

MATERIALS

Steel ; Grade of steel; Grade = "S355" Concrete: ; Characteristic concrete cube strength; fcu = 35 N/mm2 ; Type of concrete; Type = "Lightweight"

; Dry weight of concrete; JDry = 23.5 kn/m3

; Wet weight of concrete; Jwet = 24.5 kn/m3 Reinforcement ;Characteristic strength of reinforcement; fy = 460 N/mm2

LOADING - BEAM

Concrete Slab

Dry weight; wdry = (Ds - Dp u (1 - bavge/ ribccs))�u Jdry = 2.4 kn/m2

Wet weight; wwet = wdry u Jwet / Jdry = 3.06 kn/m2

Construction Stage

Weight of slab; wwet = 2.4 kn/m2

; Weight of finishes; wbeam_s = 0.8 kn/m2

; Construction live load; wconstr = 0.50 kn/m2

BS 5950 Part 3.1

Total construction stage dead Load; wconstr_D = wwet + wdeck + wrein + wbeam_s = 3.75 kn/m2

Total construction stage live Load; wconstr_L = wconstr = 0.50 kn/m2

Composite Stage

Dead Load

Weight of slab; wdry = 2.4 kn/m2

Weight of finishes wbeam_s = 0.8kn/m2

47

; Weight of ceiling and services; wserv = 0.30 kn/m2

Total composite stage dead load (not including walls)

Wcomp_D = wdry + wdeck + wrein + wbeam_s + wserv = 3.5 kn/m2

; Weight of wall parallel to span;(cladding) ww_Par = 1.00 kn/m

Imposed Load

; Imposed floor live load; wimp = 2.50 kn/m2

; Lightweight partition load; wpart = 1.00 kn/m2

Total composite stage live load; wcomp_L = wimp + wpart = 3.50 kn/m2

DESIGN FORCES – BEAM

Construction Stage Ultimate Limit State Loading

Maximum Moment

Mconstr_ult = ( wconstr_D u 1.4 + wconstr_L u 1.6) u (b1 + b2)/2 u L2 / 8 = 278 knm

Vconstr_ult = ( wconstr_D u 1.4 + wconstr_L u 1.6) u (b1 + b2)/2 u L / 2 = 159 kn

Characteristic construction stage reactions

Dead load; wconstr_D = wconstr_D u (b1 + b2)/2 u L / 2 = 98.5 kn

Live load; wconstr_L = wconstr_L u (b1 + b2)/2 u L / 2 = 13.1 kn

Composite Stage Ultimate Limit State Loading

Maximum moment

Mcomp_ult = (wcomp_D�u 1.4 + wcomp_L u 1.6 ) u (b1+b2)/2 u L2/8 + 1.4 u (ww_Par u L2/8 + ww_Perp u (b1+b2)/2u L/4)

Mcomp_ult = 520 knm

Maximum shear

Vcomp_ult = (wcomp_D�u 1.4 + wcomp_L u 1.6 ) u (b1+b2)/2 u L / 2 + 1.4 u (ww_Par u L / 2 + ww_Perp u (b1+b2)/4)

Vcomp_ult = 297 kn

Characteristic composite reactions

Dead load; wcomp_D = ( wcomp_D - wserv ) u (b1 + b2)/2 u L / 2 = 95.2 kn

Service load; wcomp_S = (wserv u (b1 + b2)/2 + ww_Par) u L / 2 + ww_Perp u (b1 + b2) / 4 = 11.4 kn

Imposed load; wcomp_L = wcomp_L u (b1 + b2)/2 u L / 2 = 91.9 kn

NOTE – The service load reaction, wcomp_S, includes all the dead load applied to the slab after composite action has been achieved so that this value can be fed directly into a Tedds composite primary beam calculation if required.

ULTIMATE LIMIT STATE CHECKS

Steel Section

Try UKB 406x140x53;; Grade = "S355" Py = = 355 N/mm2

( = �((275 N/mm2) / py ) = 0.880

BS5950:Pt 1:Table 9

Check of flange thickness for stud diameter; I = 19 mm

Flange thickness OK BS5950:Pt 3:Cl 5.4.8.4.2

CONSTRUCTION STAGE DESIGN

Ultimate Limit State Loading

;Maximum moment; mconstr_ult = 278 knm

;Maximum shear; vconstr_ult = 159 kn

If the decking is perpendicular to the beam, then it is assumed that the beam is fully restrained, otherwise it is assumed not.

Classification = "Plastic"

48

Cl. 3.5

I Section - Shear Check (loaded parallel to web) ;; Av = tuD = 3212 mm2

; Pvx = 0.6upyuAv = 684 kn ;Utilisation ratio; abs(vconstr_ult ) / Pvx = 0.232 ;Low shear present < 0.6 Pv

Pass - Shear BS5950:Pt1:Cl. 4.2.3

Major Axis Moment Check - plastic/compact - low shear

;;;Mcx = min(py u�Sxx, 1.2 u�py u�Zxx ) = 366 knm ; mconstr_ult = 278 knm

Beam bending - construction stage loading - OK BS5950:Pt1:Cl. 4.2.5.2

COMPOSITE STAGE DESIGN - DECK PERPENDICULAR TO BEAM

It is assumed that the steel compression flange is restrained by effective attachment to the concrete flange by shear connectors and thus can be classed as plastic for the construction stage. Ultimate Limit State Loading ;Maximum moment; mcomp_ult = 518 knm ;Maximum shear; vcomp_ult = 296 kn

SHEAR CONNECTORS

;Characteristic resistance of stud; Q = 200.0 kn

;Adjusted for concrete type; Qk = (if(Type == "Lightweight",Q u 0.9,Q )) = 180.0 kn

Design strength; Qp = 0.8 u Qk = 144.0 kn BS5950:Pt 3:5.4.3

Deck perpendicular to beam ;Number of studs per trough; N = 1 ;;Spacing of studs; Nccs = ribccs = 300 mm

Stud spacing OK BS5950:Pt 3:5.4.8.1

;; Overall height of stud; h = min( 2 u Dp , Dp + 75 mm , hnom) = 100 mm

; k = min(0.63 u (br / Dp) u [(h / Dp) - 1], 0.82) = ;0.820 ;Number of troughs; ntrough = int((L - ribccs ) / ribccs ) = 22

Modified design strength; QP = Qp u k = 118.1 kn

Number of studs on half beam; Ns = int((ntrough+1)/ 2) u N = 11 ;;Effective width of compression flange; Be = min( L/8,b1/2)+ min( L/8,b2/2) = 875 mm

BS5950:Pt 3:5.4.7.2

VERTICAL SHEAR

Maximum shear; vcomp_ult = 296.2 kn

Shear capacity; Pv = 0.6 u py u D u t = 684.2 kn Shear < 0.5 Pv - no reduction required

INTERNAL FORCES

Resistances

Resistance of concrete flange; Rc = 0.45 u fcu u Be u ( Ds - Dp ) = 1378 kn

Resistance of steel flange; Rf = B u T u py = 656 kn

Resistance of slender web; Ro = 38 u H u t2 u py = 741 kn

Resistance of shear connection; Rq = Ns u QP = 1299 kn

Resistance of steel beam; Rs = A u py = 2412 kn

Resistance of steel beam (high shear); Rs_red = ( A - d u t ) u py = 1401 kn

Resistance of clear web depth; Rv = d u t u py = 1011 kn

Resistance of overall web depth; Rw = Rs - 2 u Rf = 1100 kn BS5950:Pt 3:B.2.1

49

MOMENT CAPACITY

No. Of studs required for full shear connection Np = int(min(Rs, Rc ) / QP) = 11 Number provided Ns = 11 Check on number of studs provided

Limit = max(1 – (355 N/mm2 / py) u (0.80 – 0.03 m-1 u L), 0.4) = 0.410 Ns / Np = 1.000

More than minimum number of studs provided - OK BS5950:Pt 3:Cl 5.5.2

Check on partial or full shear connection Rq = 1299 kn Min( Rc , Rs ) = 1378 kn

Number of studs provided gives only partial shear connection Case 4: Rq > Rw (Plastic Neutral Axis in Flange) Mc_4 = Rs u D/2 + Rq u (Ds - (Rq / Rc) u (Ds - Dp) / 2 ) - ((Rs - Rq)2 / Rf u (T / 4)) = 617.9 knm Moment capacity Mc = Mc_4 = 617.9 knm Maximum moment Mcomp_ult = 518 knm

Composite beam bending - OK

TRANSVERSE REINFORCEMENT - BARS

Use 16 dia bars @ 125 centres Characteristic strength of bars; fy = 460 N/mm2

SERVICEABILITY CHECKS

Irreversible Deformation Elastic Composite Section Properties Short term modulus; Ds = if(Type == "Lightweight",10,6) = 10

Long term modulus; Dl = if(Type == "Lightweight",25,18) = 25 BS5950:Pt 3:Table 1

Total loading; wtot = wcomp_D + wcomp_L + ww_Perp / ((b1 + b2)/2) + ww_Par / L = 7.6 kn/m2

Proportion of long term loading; Ul = (wtot - 2 u wimp/3 ) / wtot = 0.78

Average Modular Ratio; De = Ds + Ul u (Dl - Ds) = 21.7

Factor; N = (Ds - Dp)2 u Be / ((Db + 2 u Dp) u De ) = 8 cm2 Uncracked Section Position of elastic neutral axis Yg = (A u De u (Db + 2 u Ds) + Be u (Ds - Dp)2) / (2 u (A u De + Be u (Ds - Dp))) = 240 mm Gross second moment of area

Ig = Ixx + Be u (Ds-Dp)3 / (12 u De) + A u Be u (Ds-Dp) u (Db+Ds +Dp)2 / (4 u (A u De + Be u (Ds-Dp))) Ig = 41899 cm4

BS5950:Pt 3:B.3.1

Cracked Section Position of elastic neutral axis Ye = (Db + 2 u Ds) / (1 + (1 + Be / (A u De) u (Db + 2 u Ds))1/2) = 215 mm Gross second moment of area Ip = Ixx + Be u ye3 / (3 u De) + A u (Db / 2 + Ds - ye )2 = 44638 cm4

BS5950:Pt 3:B.3.3

Determine correct I and y for section Area; A = 68 cm2

Factor; N = 8 cm2

50

Section is uncracked I = if(A < N , Ip , Ig ) = 41899 cm4

Y = if(A < N , ye , yg ) = 240 mm

Section modulus at top; ZT = I u De / y = 37827 cm3 Section modulus at bottom; ZB = I / ( Db + Ds - y ) = 1325 cm3

BS5950:Pt 3:B.4

ELASTIC STRESSES AT CONSTRUCTION STAGE

Construction stage moment (No Imposed); mconstr_D = wconstr_D u (b1 + b2)/2 u L2 / 8 = 172.4 knm Tensile steel stress; fbt_constr = mconstr_D / Zxx = 191.7 N/mm2

ELASTIC STRESSES AT COMPOSITE STAGE

UDL loading (imposed + service + walls); w = (wcomp_L + wserv) u (b1 + b2)/2 + ww_Par = 29.5 kn/m

Point. Loading; W = ww_Perp u (b1 + b2)/2 = 0.0 kn

Composite moment; mcomp_S = w u L2 / 8 + W u L / 4 = 180.7 knm Tensile steel stress; fbt_comp = mcomp_S / ZB = 136.4 N/mm2 Combined steel stress; fbt = fbt_comp + fbt_constr = 328.1 N/mm2

Serviceability stress in steel - OK

Stress in concrete; fbc = mcomp_S / ZT = 4.8 N/mm2

Serviceability stress in concrete - OK

DEFLECTIONS

Construction Stage

Deflection; Gconstr = 5 u wconstr_D u (b1 + b2)/2 u L4 / ( 384 u ES5950 u Ixx ) = 23.5 mm

Span to deflection ratio; L / Gconstr = 298

Deflection < L/250 - precambering not necessary

Composite Stage

Basic deflection; Gc = 5 u w u L4 / ( 384 u ES5950 u I ) + W u L3 / ( 48 u ES5950 u I ) = 10.7 mm Degree of shear connection; kshear = Ns / Np = 1.000

Deflection of steel beam alone; Gs = Gc u I / Ixx = 24.61 mm

Corrected Deflection; G'c = Gc + 0.3 u ( 1 - kshear ) u ( Gs - Gc ) = 10.7 mm

Span to deflection ratio; L /�G'c = 652

Imposed load deflection < L/360 - OK

Combined Deflection Total Deflection; G = Gconstr + G'c = 34.2 mm

Span to deflection ratio; L /�G = 205

VIBRATION - BEAMS

This is a simplified approach. For more detailed analysis see "Design Guide on the Vibration of Floors", T.A.Wyatt, SCI, 1989

Vibration UDL; wv = ( wcomp_D + ( 0.1 u wimp )) u (b1 + b2)/2 +ww_Par = 32 kn/m

Vibration Point load; Wv = ww_Perp u (b1 + b2)/2 = 0 kn

Decrease Ds to allow for dynamic stiffness

Ds_dyn = Ds / 1.1 = 9.09

Determine beam inertia using short term modulus

Factor; Ns = (Ds - Dp)2 u Be / ((Db + 2 u Dp) u Ds_dyn ) = 19.0 cm2

Section is uncracked Uncracked Section

51

Position of elastic neutral axis

Yg_v = (A u Ds_dyn u (Db + 2 u Ds) + Be u (Ds - Dp)2) / (2 u (A u Ds_dyn + Be u (Ds - Dp))) = 176 mm

Gross second moment of area

Ig_v = Ixx + Be u (Ds-Dp)3 / (12 u Ds_dyn) + A u Be u (Ds-Dp) u (Db+Ds +Dp)2 / (4 u (A u Ds_dyn + Be u (Ds-Dp)))

Ig_v = 55725 cm4 BS5950:Pt 3:B.3.1

Cracked Section


Ye_v = (Db + 2 u Ds) / (1 + (1 + Be / (A u Ds_dyn) u (Db + 2 u Ds))1/2) = 164 mm


Ip_v = Ixx + Be u ye_v3 / (3 u Ds_dyn) + A u (Db / 2 + Ds - ye_v )2 = 56783 cm4

BS5950:Pt 3:B.3.3

Determine correct I and y for section

Ivib = if(A < Ns, Ip_v , Ig_v ) = 55725 cm4

Determine G

Gvib = 5 u wv u L4 / ( 384 u ES5950 u Ivib ) + Wv u L3 / (48 u ES5950 u Ivib ) = 8.8 mm

Natural Frequency ( Approx ); [ = 18 / (�Gvib / (1 mm))1/2 = 6.1

Natural frequency greater than 4Hz - vibration acceptable

52

Project


Section

15m Internal Composite Beam Sheet no./rev.

5 Calc. By

Nimmit Date


Date

18/05/16 App'd by

Date

COMPOSITE BEAM DESIGN (BS5950); DESIGN OF COMPOSITE BEAMS TO BS5950:PART 3 TEDDS calculation version 1.0.04;

DESIGN DATA

Basic Dimensions ; Beam span; L = 15.000 m ; Beam spacing on one side; b1 = 7.000 m ; Beam spacing on other side; b2 = 7.000 m Deck:; Open trough profile;: Unpropped construction throughout. ; Overall depth of slab; Ds = 150 mm Shear Connectors Shear connectors are assumed to meet all dimensional criteria in BS5950:Pt 3. ; Diameter of shear connectors; I = 19 mm ; Length of shear connector after weld; lsc = 95 mm Nominal length of shear connector; hnom = 100 mm ; Characteristic resistance of shear connector; Q = 280 kn

BS5950:Pt 3:Table 5

MATERIALS

Steel ; Grade of steel; Grade = "S355" Concrete: ; Characteristic concrete cube strength; fcu = 35 N/mm2 ; Type of concrete; Type = "Lightweight"

; Dry weight of concrete; JDry = 23.5 kn/m3

; Wet weight of concrete; Jwet = 24.5 kn/m3 Reinforcement ;Characteristic strength of reinforcement; fy = 460 N/mm2

LOADING -

Concrete Slab

Dry weight; wdry = (Ds - Dp u (1 - bavge/ ribccs))�u Jdry = 2.94 kn/m2

Wet weight; wwet = wdry u Jwet / Jdry = 3.06 kn/m2

Construction Stage

Weight of slab; wwet = 3.06 kn/m2

; Weight of steel beam - say; wbeam_s = 0.48 kn/m2

; Construction live load; wconstr = 0.50 kn/m2 BS 5950 Part 3.1

Total construction stage dead Load; wconstr_D = wwet + wdeck + wrein + wbeam_s = 4.54 kn/m2

Total construction stage live Load; wconstr_L = wconstr = 0.50 kn/m2

53

Composite Stage

Dead Load

Weight of slab; wdry = 2.4 kn/m2

Weight of Finishes- say; wbeam_s = 0.8 kn/m2

; Weight of ceiling and services; wserv = 0.30 kn/m2

Total composite stage dead load (not including walls)

Wcomp_D = wdry + wdeck + wrein + wbeam_s + wserv = 3.5 kn/m2

; Weight of wall parallel to span;(cladding) ww_Par = 1.00 kn/m

Imposed Load

; Imposed floor live load; wimp = 2.50 kn/m2

; Lightweight partition load; wpart = 1.00 kn/m2

Total composite stage live load; wcomp_L = wimp + wpart = 3.50 kn/m2

DESIGN FORCES

Construction Stage Ultimate Limit State Loading

Maximum Moment

Mconstr_ult = ( wconstr_D u 1.4 + wconstr_L u 1.6) u (b1 + b2)/2 u L2 / 8 = 1410 knm

Vconstr_ult = ( wconstr_D u 1.4 + wconstr_L u 1.6) u (b1 + b2)/2 u L / 2 = 376 kn

Characteristic construction stage reactions

Dead load; wconstr_D = wconstr_D u (b1 + b2)/2 u L / 2 = 238.5 kn

Live load; wconstr_L = wconstr_L u (b1 + b2)/2 u L / 2 = 26.3 kn

Composite Stage Ultimate Limit State Loading

Maximum moment

Mcomp_ult = (wcomp_D�u 1.4 + wcomp_L u 1.6 ) u (b1+b2)/2 u L2/8 + 1.4 u (ww_Par u L2/8 + ww_Perp u (b1+b2)/2u L/4)

Mcomp_ult = 2228 knm

Maximum shear

Vcomp_ult = (wcomp_D�u 1.4 + wcomp_L u 1.6 ) u (b1+b2)/2 u L / 2 + 1.4 u (ww_Par u L / 2 + ww_Perp u (b1+b2)/4)

Vcomp_ult = 594 kn

Characteristic composite reactions

Dead load; wcomp_D = ( wcomp_D - wserv ) u (b1 + b2)/2 u L / 2 = 232.0 kn

Service load; wcomp_S = (wserv u (b1 + b2)/2 + ww_Par) u L / 2 + ww_Perp u (b1 + b2) / 4 = 23.3 kn

Imposed load; wcomp_L = wcomp_L u (b1 + b2)/2 u L / 2 = 183.8 kn

NOTE – The service load reaction, wcomp_S, includes all the dead load applied to the slab after composite action has been achieved so that this value can be fed directly into a Tedds composite primary beam calculation if required.

ULTIMATE LIMIT STATE CHECKS

Steel Section

Try UB 914x419x343;; Grade = "S355" Py = = 345 N/mm2

( = �((275 N/mm2) / py ) = 0.893

BS5950:Pt 1:Table 9

Check of flange thickness for stud diameter; I = 19 mm

Flange thickness OK BS5950:Pt 3:Cl 5.4.8.4.2

CONSTRUCTION STAGE DESIGN

Ultimate Limit State Loading

;Maximum moment; mconstr_ult = 1410 knm

54

;Maximum shear; vconstr_ult = 376 kn

If the decking is perpendicular to the beam, then it is assumed that the beam is fully restrained, otherwise it is assumed not.

Classification = "Plastic" Cl. 3.5

I Section - Shear Check (loaded parallel to web) ;; Av = tuD = 17689 mm2

; Pvx = 0.6upyuAv = 3662 kn ;Utilisation ratio; abs(vconstr_ult ) / Pvx = 0.103 ;Low shear present < 0.6 Pv

Pass - Shear BS5950:Pt1:Cl. 4.2.3

Major Axis Moment Check - plastic/compact - low shear

;;;Mcx = min(py u�Sxx, 1.2 u�py u�Zxx ) = 5340 knm ; mconstr_ult = 1410 knm

Beam bending - construction stage loading - OK BS5950:Pt1:Cl. 4.2.5.2

COMPOSITE STAGE DESIGN - DECK PERPENDICULAR TO BEAM

It is assumed that the steel compression flange is restrained by effective attachment to the concrete flange by shear connectors and thus can be classed as plastic for the construction stage. Ultimate Limit State Loading ;Maximum moment; mcomp_ult = 2442 knm ;Maximum shear; vcomp_ult = 651 kn

SHEAR CONNECTORS

;Characteristic resistance of stud; Q = 280.0 kn

;Adjusted for concrete type; Qk = (if(Type == "Lightweight",Q u 0.9,Q )) = 252.0 kn

Design strength; Qp = 0.8 u Qk = 201.6 kn BS5950:Pt 3:5.4.3

Deck perpendicular to beam ;Number of studs per trough; N = 2 ;;Spacing of studs; Nccs = ribccs = 300 mm

Stud spacing OK BS5950:Pt 3:5.4.8.1

;; Overall height of stud; h = min( 2 u Dp , Dp + 75 mm , hnom) = 100 mm

; k = min(0.34 u (br / Dp) u [(h / Dp) - 1], 0.45) = ;0.450 ;Number of troughs; ntrough = int((L - ribccs ) / ribccs ) = 49

Modified design strength; QP = Qp u k = 90.7 kn

Number of studs on half beam; Ns = int((ntrough+1)/ 2) u N = 50 ;;Effective width of compression flange; Be = min( L/8,b1/2)+ min( L/8,b2/2) = 3750 mm

BS5950:Pt 3:5.4.7.2

VERTICAL SHEAR

Maximum shear; vcomp_ult = 651.3 kn

Shear capacity; Pv = 0.6 u py u D u t = 3661.6 kn Shear < 0.5 Pv - no reduction required

INTERNAL FORCES

Resistances

Resistance of concrete flange; Rc = 0.45 u fcu u Be u ( Ds - Dp ) = 5906 kn

Resistance of steel flange; Rf = B u T u py = 4620 kn

Resistance of slender web; Ro = 38 u H u t2 u py = 4405 kn

Resistance of shear connection; Rq = Ns u QP = 4536 kn

Resistance of steel beam; Rs = A u py = 15087 kn

55

Resistance of steel beam (high shear); Rs_red = ( A - d u t ) u py = 9735 kn

Resistance of clear web depth; Rv = d u t u py = 5352 kn

Resistance of overall web depth; Rw = Rs - 2 u Rf = 5846 kn BS5950:Pt 3:B.2.1

MOMENT CAPACITY

No. Of studs required for full shear connection Np = int(min(Rs, Rc ) / QP) = 65 Number provided Ns = 50 Check on number of studs provided

Limit = max(1 – (355 N/mm2 / py) u (0.80 – 0.03 m-1 u L), 0.4) = 0.640 Ns / Np = 0.769

More than minimum number of studs provided - OK BS5950:Pt 3:Cl 5.5.2

Check on partial or full shear connection Rq = 4536 kn Min( Rc , Rs ) = 5906 kn

Number of studs provided gives only partial shear connection Web compact?

Web dimensions; d/t = 41.22

Webclass = "Plastic"

Positive Moments, Partial Shear Connection ( Rq < Rc & Rs )

Case 3: Rq < Rw ( Plastic Neutral Axis in Web )

A) (Web Compact i.e. D/t�d 76H or 76H/(1+Rc/Rv))

Mc_3a = Mcx + Rq u ( D/2 + Ds - (Rq / Rc) u (Ds - Dp)/2) - (Rq2 / Rv) u (d / 4) = 7145.2 knm

B) (Web Not Compact)

Mc_3b = Mcx + Rq u (D/2 + Ds - (Rq / Rc) u (Ds - Dp)/2) - (Rq2 + (Rv - Rq)�u (Rv-Rq - 2uRo)) / Rv u d/4

Mc_3b = 7388.8 knm

Moment capacity

Mc = If(or(Webclass == "Plastic", Webclass == "Compact"), Mc_3a , Mc_3b) = 7145.2 knm

Composite beam bending - OK

TRANSVERSE REINFORCEMENT - BARS

Use 12 dia bars @ 300 centres Characteristic strength of bars; fy = 460 N/mm2

Aprov = Asbars = 1610 mm2/m

Shear to be resisted - internal beam Shear Force/unit Length; vl = (N u QP / Nccs )/2 = 302 kn/m Resistance of concrete flange - Profile continuous and anchored Contribution from concrete Area of concrete; Acv= ( Ds - Dp ) = 100000 mm2/m

K = if(Type == "Lightweight",0.8,1) = 0.8

Vconc = 0.03 u K u Acv u min( fcu , 40 N/mm2) = 84 kn/m Contribution from reinforcement It is assumed that the transverse reinforcement is fully anchored. Vmesh = 0.7 u Aprov u fy = 518 kn/m Contibution from profile (anchored and continuous) Vprof = tp u pyp = 252 kn/m Total shear resistance

Vr = min( vconc + vmesh + vprof , 0.8 u K u Acv u �(fcu u (1N/mm2)) ) = 379 kn/m

56

Reinforcement Satisfactory for Longitudinal Shear BS5950:Pt 3:Cl 5.6.3

Area of Steel Required; As_req = max((0mm2/m),( vl - vprof - vconc) / ( 0.7 u fy )) = 0 mm2/m

SERVICEABILITY CHECKS -

Irreversible Deformation Elastic Composite Section Properties Short term modulus; Ds = if(Type == "Lightweight",10,6) = 10

Long term modulus; Dl = if(Type == "Lightweight",25,18) = 25 BS5950:Pt 3:Table 1

Total loading; wtot = wcomp_D + wcomp_L + ww_Perp / ((b1 + b2)/2) + ww_Par / L = 8.3 kn/m2

Proportion of long term loading; Ul = (wtot - 2 u wimp/3 ) / wtot = 0.80

Average Modular Ratio; De = Ds + Ul u (Dl - Ds) = 22.0

Factor; N = (Ds - Dp)2 u Be / ((Db + 2 u Dp) u De ) = 17 cm2 Uncracked Section Position of elastic neutral axis Yg = (A u De u (Db + 2 u Ds) + Be u (Ds - Dp)2) / (2 u (A u De + Be u (Ds - Dp))) = 450 mm Gross second moment of area

Ig = Ixx + Be u (Ds-Dp)3 / (12 u De) + A u Be u (Ds-Dp) u (Db+Ds +Dp)2 / (4 u (A u De + Be u (Ds-Dp))) Ig = 1006430 cm4

BS5950:Pt 3:B.3.1

Cracked Section Position of elastic neutral axis Ye = (Db + 2 u Ds) / (1 + (1 + Be / (A u De) u (Db + 2 u Ds))1/2) = 357 mm Gross second moment of area Ip = Ixx + Be u ye3 / (3 u De) + A u (Db / 2 + Ds - ye )2 = 1155416 cm4

BS5950:Pt 3:B.3.3

Determine correct I and y for section Area; A = 437 cm2

Factor; N = 17 cm2

Section is uncracked I = if(A < N , Ip , Ig ) = 1006430 cm4

Y = if(A < N , ye , yg ) = 450 mm

Section modulus at top; ZT = I u De / y = 491751 cm3 Section modulus at bottom; ZB = I / ( Db + Ds - y ) = 16448 cm3

BS5950:Pt 3:B.4

ELASTIC STRESSES AT CONSTRUCTION STAGE

Construction stage moment (No Imposed); mconstr_D = wconstr_D u (b1 + b2)/2 u L2 / 8 = 894.5 knm Tensile steel stress; fbt_constr = mconstr_D / Zxx = 65.2 N/mm2

ELASTIC STRESSES AT COMPOSITE STAGE

UDL loading (imposed + service + walls); w = (wcomp_L + wserv) u (b1 + b2)/2 + ww_Par = 27.6 kn/m

Point. Loading; W = ww_Perp u (b1 + b2)/2 = 0.0 kn

Composite moment; mcomp_S = w u L2 / 8 + W u L / 4 = 776.3 knm Tensile steel stress; fbt_comp = mcomp_S / ZB = 47.2 N/mm2 Combined steel stress; fbt = fbt_comp + fbt_constr = 112.4 N/mm2

Serviceability stress in steel - OK

Stress in concrete; fbc = mcomp_S / ZT = 1.6 N/mm2

Serviceability stress in concrete - OK

DEFLECTIONS

57

Construction Stage

Deflection; Gconstr = 5 u wconstr_D u (b1 + b2)/2 u L4 / ( 384 u ES5950 u Ixx ) = 16.3 mm

Span to deflection ratio; L / Gconstr = 918

Deflection < L/250 - precambering not necessary

Composite Stage

Basic deflection; Gc = 5 u w u L4 / ( 384 u ES5950 u I ) + W u L3 / ( 48 u ES5950 u I ) = 8.8 mm Degree of shear connection; kshear = Ns / Np = 0.769

Deflection of steel beam alone; Gs = Gc u I / Ixx = 14.18 mm

Corrected Deflection; G'c = Gc + 0.3 u ( 1 - kshear ) u ( Gs - Gc ) = 9.2 mm

Span to deflection ratio; L /�G'c = 1632

Imposed load deflection < L/360 - OK

Combined Deflection Total Deflection; G = Gconstr + G'c = 25.5 mm

Span to deflection ratio; L /�G = 588

VIBRATION -

This is a simplified approach. For more detailed analysis see "Design Guide on the Vibration of Floors", T.A.Wyatt, SCI, 1989

Vibration UDL; wv = ( wcomp_D + ( 0.1 u wimp )) u (b1 + b2)/2 +ww_Par = 36 kn/m

Vibration Point load; Wv = ww_Perp u (b1 + b2)/2 = 0 kn

Decrease Ds to allow for dynamic stiffness

$s_dyn = Ds / 1.1 = 9.09

Determine beam inertia using short term modulus

Factor; Ns = (Ds - Dp)2 u Be / ((Db + 2 u Dp) u Ds_dyn ) = 40.8 cm2

Section is uncracked Uncracked Section


Yg_v = (A u Ds_dyn u (Db + 2 u Ds) + Be u (Ds - Dp)2) / (2 u (A u Ds_dyn + Be u (Ds - Dp))) = 336 mm


Ig_v = Ixx + Be u (Ds-Dp)3 / (12 u Ds_dyn) + A u Be u (Ds-Dp) u (Db+Ds +Dp)2 / (4 u (A u Ds_dyn + Be u (Ds-Dp)))

Ig_v = 1285180 cm4

BS5950:Pt 3:B.3.1

Cracked Section


Ye_v = (Db + 2 u Ds) / (1 + (1 + Be / (A u Ds_dyn) u (Db + 2 u Ds))1/2) = 268 mm


Ip_v = Ixx + Be u ye_v3 / (3 u Ds_dyn) + A u (Db / 2 + Ds - ye_v )2 = 1389742 cm4

BS5950:Pt 3:B.3.3

Determine correct I and y for section

Ivib = if(A < Ns, Ip_v , Ig_v ) = 1285180 cm4

Determine G

'vib = 5 u wv u L4 / ( 384 u ES5950 u Ivib ) + Wv u L3 / (48 u ES5950 u Ivib ) = 9.0 mm

Natural Frequency ( Approx ); [ = 18 / (�Gvib / (1 mm))1/2 = 6.0

Natural frequency greater than 4Hz - vibration acceptable

58

15. Columns Used Design Calculations for all columns where conducted on Tedds software, and where done for all columns and seen below:

These sections shown above are the most efficient section sizes, but the best solution may not be economically viable in terms of manufacturing. Therefore, using my engineering judgement, I have group sections together as seen in the next page, reducing the different sections types. To reduce CO2 footprint, we have used S355 section sizes as they contain lower carbon as opposed to S275. Other benefits of using S355 are, that its stronger than S275. It is also weights lower than S275 and sometimes is even cheaper to buy. S275 is hardly available, as stock holders are driven by market demands. Therefore, designing using S355 are both economic and environmentally friendly.

59

We now have 9 different types of sections used in the building, the endplate connections shall be welding on the columns in the factory. The AutoCAD drawings that are prepared for the contractor will have individual numbers for the different column types to identify them.

60

16. Beams Used The calculations for beams as seem on the earlier page where repeated for the rest of the beams seen below.

61

Project


Section Ground and 1st Floor Edge Column Splice Connection

Sheet no./rev.

61 Calc. By

Nimmit Date


Date

15/05/16 App'd by

Date

COLUMN SPLICE DESIGN (BS5950:PART1:2000)

Column Splices - End not Prepared for Contact in Bearing

Section Details Upper Stanchion; UC 305x305x118; Grade S355 Lower Stanchion; UC 305x305x283; Grade S355 Flange splices plate; 124 mm u 624 mm u 10 mm; Grade S275 Flange plate bolts; M20; Grade 8.8 Black Bolts Web splices plate; 162 mm u 123 mm u 10 mm; Grade S275 Web plate bolts; M20; Grade 8.8 Black Bolts

Splice Details Gap between columns; Gap = 0 mm

Flange plates Bolt rows; nfpr = 6; Bolt columns; nfpc = 2 Upper column - bolt rows; eucfend = 31 mm; Lower column - bolt rows; elcfend = 31 mm Bolt pitch; pfpb = 50 mm; Outer bolts to plate end; efpend = 31 mm

Web plates Bolt rows; nwpr = 1; Bolt columns; nwpc = 3 Upper column - bolt rows; eucwend = 31 mm; Lower column - bolt rows; elcwend = 31 mm Bolt pitch; pwpb = 50 mm; Outer bolts to plate end; ewpend = 31 mm

Loading Details Axial comp. force (dead load); Fcd = 3341.0 kN; Axial comp. force (dead & live); Fc = 0.0 kN Moment on splice; M = 0.0 kNm

Design Loading F1max = 0.0 kN; F2max = 0.0 kN

62

Check 1 - recommended detailing requirements - column splice, flange plates on inside

Gap Gap between columns; Gap = 0 mm

Flange Plates Rows of bolts; nfpr = 6; Upper column - bolt row; eucfend = 31 mm Bolt pitch; pfpb = 50 mm; Outer bolts - flange plate end;efpend = 31 mm Upper projection; Lfpu = 312 mm Upper projection of flange plate meets detailing requirements Lower column - bolt row; elcfend = 31 mm; Lower projection; Lfpl = 312 mm Lower projection of flange plate meets detailing requirements Overall width of flange plates; dfp = 124 mm; Thickness of flange plate; tfp = 10 mm Width of flange plate meets detailing requirements; Thickness of flange plates meets detailing requirements Flange plate packing; tfpack = 0.0 mm

Web plates Rows of bolts; nwpr = 1; Columns of bolts; nwpc = 3 Width of web plates; dwp = 162 mm Width of web plates meets detailing requirements Web plate packing; twpack = 7.4 mm Sufficient web plate bolts provided

Bolts Bolts provided are adequate with required flange plate packing Bolts provided are adequate with required web plate packing

Summary of Results

Check 2 - axial capacity of flange cover plate internal

For Compression Utilisation factor; Ucheck2C = 0.000

PASS

Check 3 - Shear capacity of bolt group connecting flange cover plate to column flange

Utilisation factor; Ucheck3 = 0.000 PASS

Check 4 - Bearing capacity of flange cover plate connected to column flange Utilisation factor; Ucheck4 = 0.000

PASS

Check 4 - Bearing capacity of upper column flange Utilisation factor; Ucheck4u = 0.000

PASS

Check 4 - Bearing capacity of lower column flange Utilisation factor; Ucheck4l = 0.000

PASS

Check 5 - Shear capacity of bolt group connecting web cover plate to column web Utilisation factor; Ucheck5 = 0.000

PASS

Check 6 - axial capacity of web cover plate Utilisation factor; Ucheck6 = 0.000

PASS

Check 7 - Bearing capacity of web cover plate connected to column web Utilisation factor; Ucheck7 = 0.000

PASS

Check 7 - Bearing capacity of upper column web and lower column web Utilisation factor; Ucheck7u = 0.000

63

Project


Section

Base Plate Sheet no./rev.

63 Calc. By

Nimmit Date


Date

15/05/16 App'd by

Date

COLUMN BASE PLATE DESIGN (BS5950-1:2000)

Column section details Baseplate reference; Edge Ground Column Column section; UKC 305x305x118 Column depth; D = 314.5 mm Column breadth; B = 307.4 mm Flange thickness; T = 18.7 mm Web thickness; t = 12.0 mm

Material details Steel plate design strength; pyp = 255 N/mm2 Characteristic strength of concrete; fcu = 25 N/mm2

Loading details Design axial compression in column (ULS); Fc = 3959.0 kn Design shear force (ULS); Fv = 0.0 kn

Calculate effective area of base plate Pressure under base plate; w = 0.6 u fcu = 15.0 N/mm2 Required bearing area; Areq = Fc / (0.6 u fcu) = 2639.3 cm2 C = 109.6 mm Minimum recommended plate size; Dp_min = D + 2 u�c = 533.7 mm Bp_min = B + 2 u�c = 526.6 mm Minimum acceptable plate thickness; tp_min = c u (3 u�w / pyp)0.5 = 46.0 mm Specified plate size; Dp = 534 mm Bp = 527 mm Specified plate thickness; tp = 50.0 mm;

Plate thickness is OK Recalculate c; cactual = tp / (3 u�w / pyp)0.5 = 119.0 mm Effective area; Aeff = 2706.0 cm2

Base Plate is OK

Effective base plate dimensions for concrete base design Length of loaded area (parallel to flanges); bcx = min(B + 2 u cactual, Bp) = 527 mm Width of loaded area (parallel to web); bcy = min(D + 2 u cactual, Dp) = 534 mm

64

Project


Section 7m Composite Beam Connection to Ground Corner Column

Sheet no./rev.

64 Calc. By

Nimmit Date


Date

15/05/16 App'd by

Date

;BEAM TO COLUMN - END PLATE CONNECTION Section Details Column UKC 305x305x118;; Gradecolumn = "S355"

Beam UKB 406x140x53;; Gradebeam = "S355"

Endplate - 290 x 152 x 10;; Gradeendplate = "S275"

Bolts M20 (Grade 8.8)

Connection Details

; number of bolt rows; nbolts = 4 ; Bolt pitch;; pbolts = 70 mm ; Bolt gauge; gbolts = 90 mm ; End plate end distance (top & bottom); e1endplate = 40 mm End plate edge distance; e2endplate = (dendplate - gbolts) / 2 = 31 mm

End plate length; lendplate = pboltsu(nbolts-1)+2ue1endplate = 290 mm ; Weld leg length; sweld = 6 mm ; Beam end reaction; Q = 297.3 kn

SUMMARY OF RESULTS

Check 2 - Shear capacity of bolt group connecting end plate to supporting column

Shear utilisation factor; Ucheck2 = 0.404; PASS

Check 3 - Capacity of end plate

Shear utilisation factor; Ucheck3shear = 0.372; PASS

Bearing utilisation factor; Ucheck3bearing = 0.404; PASS

Check 4 - Shear capacity of the beam web at the endplate


Check 5 - Capacity of the fillet welds connecting the end plate to the beam web

Shear utilisation factor; Ucheck5weld = 0.440; PASS

Check 6 - Local shear and bearing capacity of column web Shear utilisation factor; Ucheck6shear = 0.161; PASS Bearing utilisation factor; Ucheck6bearing = 0.282; PASS

65

Project


Section 15m Composite Beam Connection to Ground Corner Column

Sheet no./rev.

65 Calc. By

Nimmit Date


Date

15/05/16 App'd by

Date

;BEAM TO COLUMN - END PLATE CONNECTION Section Details Column UKC 305x305x118;; Gradecolumn = "S355"

Beam UKB 533x312x272;; Gradebeam = "S355"

Endplate - 430 x 152 x 10;; Gradeendplate = "S275"

Bolts M20 (Grade 8.8)

Connection Details ; number of bolt rows; nbolts = 6 ; Bolt pitch;; pbolts = 70 mm ; Bolt gauge; gbolts = 90 mm ; End plate end distance (top & bottom); e1endplate = 40 mm End plate edge distance; e2endplate = (dendplate - gbolts) / 2 = 31 mm

End plate length; lendplate = pboltsu(nbolts-1)+2ue1endplate = 430 mm ; Weld leg length; sweld = 6 mm ; Beam end reaction; Q = 297.0 kn

SUMMARY OF RESULTS

Check 2 - Shear capacity of bolt group connecting end plate to supporting column

Shear utilisation factor; Ucheck2 = 0.269; PASS

Check 3 - Capacity of end plate


Bearing utilisation factor; Ucheck3bearing = 0.269; PASS

Check 4 - Shear capacity of the beam web at the endplate


Check 5 - Capacity of the fillet welds connecting the end plate to the beam web

Shear utilisation factor; Ucheck5weld = 0.291; PASS

Check 6 - Local shear and bearing capacity of column flange Shear utilisation factor; Ucheck6shear = 0.077; PASS Bearing utilisation factor; Ucheck6bearing = 0.120; PASS

66

17. Costing

Structural Element Quantity used Price (£)

Final Cost (£)

Structural Frame 683.16 tonnes 1200 / tonne 819792 Foundations (bored piles, pile caps) 1680 m2 360 / m2 604800 Fire Protection 683.16 tonnes 300 / tonne 204948 Bison hollow core slab (150 mm thick) 6720 m2 95/ m2 638400 Roof Slab, insulation, ballast 1680 m2 160 / m2 268800 Stairs (concrete infills and handrails) 17 staircases 4180 / no. Of staircases 71060 External walls (glass facade) 4158 m2 650 / m2 2702700 Double doors, including disabled pass 3 60 000 180000 Floor finishes for toilets 525 m2 350 / m2 183750 Lifts 2 30 000 60000 Atrium Glass 210 m2 800 m2 168000 Cinema Equipment 1680m2 1125 1890000 Crane and base piles 1 32500 32500 Archaeologists 20000 Ground Floor Concrete walls 1566 m2 230 m2 360180 Movement joints 90000 Water installation and pumps 10080 m2 6 m2 60480 Ventilation (toilet and smoke extraction) 630 m2 15 m2 9450 Electrical Installation 10080 m2 86.85 m2 875448 Protective installation 10080 m2 25 m2 252000 Communication installation (firealarms etc.) 10080 m2 16 m2 161280 Special Installation (BMS systems) 10080 m2 22 m2 221760 Builders work for installations 10080 m2 20 m2 201600 Ground bearing slab 1680m2 100m2 168000 Additional costs 1293793 Contractor overheads 16% 1620388.48 Contingency 5% 475121.4 Total cost 7898789.88

67

18. Time Scale

Construction Stage Estimated Days Foundations 124 Superstructure, Slabs and Grouting 155 Cladding 240 Services 240 Finishes and Fitment 150 Ground Bearing Slab 31 Commissioning 45 Total Time 485 Having follow on activities help to reduce between 20-30% site intensive construction and cost saving. The steel work for the HQ with the studs fitted on saves considerable time. In addition, the slabs are precast and grouting is done when the slab is placed correctly reducing time again. As soon as one level is done, the double glazed Façade and services are integrated. The installation rate of steel pieces per day ranges from 20-30 which equates to 10 – 12 tonnes (Steel Constructions, 2016).

68

19. Addressing Review Sessions Comments

19.1.1.1. 15/04/16 x Need to explain why design has changed/developed from part 1. - Refer to section 5.1 x Use simply supported beams with bracing to provide stability. - Refer to section 14 GSA Model x Work out wind loading for site. - Refer to section 12 x Will deep deck span 7m? - Refer to section 12

19.1.1.2. 22/04/16 x Good analysis for HQ building but dead load factors shown is not consistent. - Refer to section 14 GSA Model x Also, allow for reduced load factors for accompanying variable loads - Refer to section 13

19.1.1.3. 29/04/16 x Need to progress foundation design for HQ building, including pile caps / raft / ground slab. How long are the

piles? - Refer to appendix C x Review construction sequence for the HQ building, such as step 3 - ideally tie column heads together after

each column is installed, not after all columns have been erected - Refer to appendix H

19.1.1.4. 06/05/16 x Need to clarify ground slab construction to the HQ building, and show pile caps. - Refer to appendix C x Good explanation of ground conditions and foundation proposals to HQ building, but need to talk about

drilling and grouting of the coal seam in your report. - Refer to appendix C x Think about construction sequence if steel frame and ground slab of HQ building. Crane arm not long

enough for HQ building. - Refer to appendix H x Think about foundations to tower crane - could it be located within the HQ building? – tower crane will be

placed on the retail foundations so after using the crane for the headquarters construction, it will be used for the retail construction as well.

x No need to show loaded area of column baseplate on your detail. x Beam to column connections to be revised not shown connection to column web (I think!). – corrected in

page 65 x Provide a plan and section to show the locations of your connection details. - Refer to section x Ideally show where column section sizes change. - Refer to page 61 x Beams over cinema sound quite shallow, particularly if non-composite, so review (particularly deflection and

vibration) and consider making beams composite. - Refer to section 16 x Think about span to depth ratios. - Refer to section 6.6

19.1.1.5. IDP Presentation x Bison planks won't act compositely until grouted. - Refer to section 18 x Temporary stability of edge beams? - Refer to section 6.6 x HQ building construction period of 601 days sounds a bit off the high side. – Refer to section 18 x Ground bearing slab in HQ? - Refer to appendix C

69

20. Evaluation of Design 20.1. Assumptions Made in the design x Shear connectors are assumed to be ductile x All bolts are assumed to be un-torqued therefore x The maximum bearing strength of the base is taken as 0.6 fcu, where fcu is the characteristic cube strength

of the concrete base x All welds are fillet welds and the weld strength corresponds to the minimum strength of the two connected

parts. For example, if the minimum steel grade is S275 then Class 35 welds are assumed.

20.2. Lessons Learnt x Using Circular section beams for better service integration x Dividing up the bracing for the larger section into smaller section by introducing a beam half way x A better evaluation of movement joints within the building. x A better understanding of composite beams during detail designing.

70

21. Risks 21.1. Associated with the Construction (Steel Constructions, 2016) x Barriers are installed around the edges, and atrium to provide edge protection for workers x Steel work can be installed from mobile platforms x Welding of studs and endplates is done in the factory to reduce site movement of workers x Double glazed glass face panels are installed from the inside of the building x Inadequate site investigation x Archaeologist remains x Adjacent structures

21.2. Design development risks (Cartlidge, 2013) x Inadequate or unclear brief x Unclear design team responsibilities x Unrealistic design programme x Planning constraints

21.3. Employers change risks (Cartlidge, 2013) x Specific changes to the brief during construction stages and pre construction x Effects of construction duration x Changes in quality

21.4. Employers other risks (Cartlidge, 2013) x End-user requirements x Unrealistic construction programmes x Financial x Management x Third party which may include refusals x Legal agreements x Availability of workers x Market conditions

The categories listed below are in more detail in appendix H with severity ratings.

22. Conclusion The building has been designed for 6 floors, with a large atrium running down the centre – this allows lighting and ventilation throughout the building. It is made up of a steel frame, with a glass façade and piled foundations incorporating a ground bearing slab. There are braced frames within the structure for lateral stability. Full member sizes and connection detailing can be found within this report.

71

23. Bibliography Aluminium, C. U., 2016. Wet Glass Railing System. [Online] Available at: http://www.crl-arch.com/product_page/architectural_railings/1_frameless_glass_railing_systems.html [Accessed 18 May 2016]. Bison Manufacturing Ltd, 2016. Hollowcore Slabs. [Online] Available at: http://www.bison.co.uk/products/flooring/hollowcore-floors/ [Accessed 4 May 2016]. BISON, 2007. Precast Concrete Flooring, Burton-Upon-Trent: BISON. Buildings, 2016. Concrete VS Steel. [Online] Available at: http://www.buildings.com/article-details/articleid/2511/title/concrete-vs-steel/viewall/true.aspx [Accessed 04 May 2016]. Cartlidge, D., 2013. Estimator’s Pocket Book. 1st ed. s.l.:Routledge. Dimension Engineering, 2013. Elevators & lifts. [Online] Available at: http://www.dimension.ie/elevators-lifts/ [Accessed 18 May 2016]. GRAITEC, 2012. Advance Design Steel Connection. [Online] Available at: http://www.graitec.com/en/FAQ_view.asp?FAQID=983 [Accessed 18 May 2016]. Hoar, C., 1999. The Future of Glass in Buildings- An Overview of Advanced Glazing Technology, Coventry: s.n. Hunt, A. A. &. G. R., 2013. ‘Multiple flow regimes in stack ventilation of multi-storey atrium buildings., Issue International Journal of Ventilation , pp. 12:1, 31–40.. ICE, 2016. Designing Building Wiki. [Online] Available at: http://www.designingbuildings.co.uk/wiki/Underfloor_air_distribution_UFAD [Accessed 16 May 2016]. ICO, n.d. Sound issues. [Online] Available at: http://www.independentcinemaoffice.org.uk/resources/how-to-start-a-local-cinema/building-design/sound-issues [Accessed 05 May 2016]. METRO performance glass, 2013. Structural Glass Walls. [Online] Available at: http://www.metroglass.co.nz/catalogue/139.aspx [Accessed 18 May 2016]. Murray, T. M., 2011. Tips for Avoiding Office Building Floor Vibrations, Radford: Structural Engineers Inc. Steel Constructions, 2016. Facade Supports and Structural Movements. [Online] Available at: http://www.steelconstruction.info/Facade_supports_and_structural_movements [Accessed 11 May 2016]. Steel Constructions, 2016. Multi-Storey Office Buildings. [Online] Available at: http://www.steelconstruction.info/Multi-storey_office_buildings [Accessed 05 May 2016]. TATA Steel , 2011. Built in Sustainabilty. [Online] Available at: http://de.tatasteeleurope.com/static_files/StaticFiles/Construction/sustainability/building_a_bright_future_brochure.pdf [Accessed 16 May 2016]. Window Masters, 2014. Natural Ventilation. [Online] Available at: http://www.windowmaster.com/solutions/natural-

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Roof

Side View

27m

28m

RO

OF C

OM

POSITE BEAM

S

356*171*67 UKB S355

457*152*52 UKB S355 457*191*161 U

KB S355

686*254*125 UKB S355

Gro

up

J

Gro

up J

Gro

up

J

xxxxxx

Excavation followed by installation of bored

piles.C

onstruction of pile caps, sub-base layer isthen added to strengthen the soil seen inyellow

and erection of tower crane.

Colum

n placement follow

s a stepwise

manner. Installation of bracing is done to

ensure lateral stability during construction.

Conceptual C

onstruction Stages of the HQ

Building

Following the installation of colum

ns, beams

are added with additional tieing action

provided to edge beams. In addition the Bison

hollow core sections are put in place and

grouted giving composite action to beam

s.

Construction of the other storey's follow

thesam

e method as earlier. Installation of

services, facade glass and slab finishes caninitiate on the floors below

After completion of the finishes, facade and

services on the floor above. Installation of theground bearing slab begins follow

ed by thecinem

a equipment and cinem

a wall.

Construction Tim

e = 485 daysC

onstruction Cost = 7.9 m

illion pounds